Mountain ditch treatment construction method

Abstract

The invention relates to the technical field of drainage engineering construction, in particular to a mountain ditch treatment construction method which comprises the steps of geological investigation, trench cofferdam, trench excavation, trench slope monitoring, reinforced concrete bottom plate pouring, reinforced concrete retaining wall pouring, reinforced concrete maintenance, trench earthwork backfilling, grass planting and greening and the like. By optimizing the construction technology, the construction efficiency is improved, the stability of groove supporting is enhanced, water and soil loss is effectively prevented, meanwhile, the engineering quality is ensured, and the good environment treatment effect is achieved.

Description

Technical Field

[0001] This application relates to the field of drainage engineering construction technology, and in particular to a method for ditch management construction. Background Technology

[0002] Trench construction is an important part of drainage system construction, especially in mountain gully management projects under complex geological conditions. Due to the large slope, high permeability of the strata, and the significant seasonal influence on the dynamic characteristics of groundwater, the construction is extremely difficult. In addition, mountain gully management projects often span the rainy season and flood season, with tight schedules and heavy tasks. Ensuring construction quality and safety has become a key challenge for the project.

[0003] To address these challenges, existing trench construction methods typically employ a variety of technologies and methods to ensure construction safety and quality. However, these methods still have some shortcomings in practical applications, especially under complex geological conditions. Traditional methods struggle to effectively address issues such as groundwater seepage and soil erosion, leading to potential safety hazards like collapses and landslides during construction. Furthermore, they are time-consuming and inefficient, failing to meet the demands of rapid construction and emergency rescue. Therefore, there is an urgent need for a more efficient, reliable, and suitable method for gully management under complex geological conditions. Summary of the Invention

[0004] To overcome the shortcomings of the existing technology, this application provides a gully management construction method that can effectively address problems such as landslides, mudslides, groundwater seepage, and soil erosion under complex mountain conditions, and can carry out construction efficiently and reliably.

[0005] This application is achieved through the following technical solution: A method for ditch management includes the following steps: Geological survey, including investigation of engineering geological structure, topography and hydrogeology, and mapping of site topography and elevation; Cofferdam for trenches: Steel formwork cofferdams are erected at the outlet or inlet of trenches. After trench excavation and concrete pile support on both sides of the trench, the trench is excavated in steps from top to bottom according to the design requirements, with a 1:1 slope on both sides and a 50cm deep trench reserved at the bottom. Trench slope monitoring involves monitoring the trench's horizontal position, elevation, and slope gradient. For the pouring of reinforced concrete base slab, a concrete cushion layer is laid at the bottom of the trench, and the base slab reinforcement cage and base slab tooling formwork are erected on the concrete cushion layer for pouring. For the pouring of reinforced concrete retaining walls, steel reinforcement cages and formwork are erected on both sides of the pre-cast reinforced concrete retaining wall for pouring. For reinforced concrete curing, non-woven fabric is laid on the reinforced concrete and water is sprayed for curing. Backfilling of trenches involves backfilling the soil piled up beside the trenches into the trenches on both sides of the trench. For grass planting and greening, the slope is first cleaned, then the planting soil is replaced on the slope, and the treated grass seeds and mixed materials are mixed according to the design ratio and evenly sown into the prepared topsoil area.

[0006] By adopting the above technical solutions, this gully management construction method can effectively improve construction efficiency and quality, and ensure the safety and stability of the construction process. Specifically, geological surveys, through detailed investigations of the engineering geological structure, topography, and hydrogeology, ensure a comprehensive understanding of geological conditions before construction, reducing construction risks. The use of steel formwork cofferdams effectively prevents water from entering the gully, ensuring a dry and safe construction environment. The gully excavation utilizes concrete pile support to ensure the stability of both sides of the gully. Simultaneously, a 1:1 slope and pre-reserved trenches improve construction safety and operational convenience. Excavated soil is stockpiled within a 5m radius of the gully, reducing transportation costs and increasing soil density along the gully edges. Protective facilities were installed to further ensure the safety of construction personnel; trench slope monitoring was conducted regularly to monitor the trench's horizontal position, elevation, and slope gradient, allowing for timely detection and intervention to ensure construction quality and safety; reinforced concrete slab pouring involved laying a concrete cushion layer at the bottom of the trench and erecting a reinforcing cage and formwork for the slab to ensure its strength and stability, thus improving construction quality; reinforced concrete retaining wall pouring involved erecting reinforcing cages and formwork on both sides of the pre-cast reinforced concrete retaining wall to ensure its structural strength and waterproof performance, preventing leakage and slippage; and reinforced concrete curing involved laying non-woven fabric on the reinforced concrete and spraying water for curing to ensure full hardening of the concrete and improve the overall performance of the structure.

[0007] Optionally, the sidewall of the concrete cast-in-place pile is provided with a tongue and groove, and a prefabricated retaining wall is provided between two adjacent concrete cast-in-place piles through the tongue and groove, and a drainage pipe is provided on the retaining wall.

[0008] By adopting the above technical solutions, tongue and groove joints are set on the sidewalls of the concrete cast-in-place piles, which can effectively improve the connection strength and stability between the concrete cast-in-place piles and avoid displacement or damage caused by soil pressure. A prefabricated retaining wall is set between two adjacent concrete cast-in-place piles through the tongue and groove joints, which not only further enhances the integrity and waterproof performance of the structure, but also effectively prevents groundwater seepage and ensures construction quality. The drainage pipes set on the retaining wall can drain excess water when necessary, prevent water accumulation from damaging the structure, and at the same time reduce groundwater pressure and improve the safety of the entire construction area.

[0009] Optionally, the drain pipe is provided with a reverse filter layer.

[0010] By adopting the above technical solution, the filter layer is composed of materials such as sand, gravel, or pebbles of different particle sizes. These materials are arranged from fine to coarse along the direction of water flow and are fixed in the drainage pipe by a steel mesh. This can prevent fine particles in the soil from being lost with the water flow, while allowing water to pass through smoothly. It plays the role of filtering water and protecting the soil, which can reduce the gravity on the water-facing side of the retaining wall and thus effectively reduce the load on the retaining wall.

[0011] Optionally, a secondary concrete pile is provided on one side of the backwater surface of the retaining wall, and a supporting wall is provided between the secondary concrete pile and the retaining wall.

[0012] By adopting the above technical solutions, the installation of auxiliary concrete cast-in-place piles can enhance the stability of the retaining wall, prevent water flow from impacting the retaining wall and causing displacement or damage, and at the same time, the installation of the support wall further enhances the structural strength of the retaining wall, improves the overall waterproof performance, and ensures the safety and reliability of trench construction. Especially in mountain structures, it can effectively deal with the risk of local landslides.

[0013] Optionally, during the pouring of reinforced concrete retaining walls, wooden strips are embedded in the horizontal construction joints of the retaining walls during the construction of the lower layer of concrete. After the concrete is poured, the wooden strips are removed, and water-swellable waterstop strips are installed in the forming grooves of the wooden strips.

[0014] By adopting the above technical solution, water penetration can be effectively prevented, improving the overall waterproof performance of the retaining wall. The water-swellable sealing strip expands upon contact with water, filling the gaps left by the removal of the wooden strips, thus forming an effective waterproof barrier. This not only enhances the stability of the structure but also extends its service life, reduces maintenance costs, and ensures an aesthetically pleasing appearance.

[0015] Optionally, the base plate tooling template includes an expansion joint mating surface template, which includes a panel and a stiffening plate; the panel abuts against the concrete base plate mating surface, and the panel includes an upper panel and a lower panel; the mating surfaces of the upper panel and the lower panel are provided with a crescent groove adapted to the central ring of the waterstop; the stiffening plate abuts against the back of the panel and is supported by a wooden frame, and a diagonal brace is provided between the wooden frame and the concrete pad.

[0016] By adopting the above technical solutions, the design of the expansion joint mating template can effectively prevent leakage at the expansion joint and improve waterproof performance; the double-layer design of the panel and the crescent groove structure on the bonding surface ensure reliable positioning of the waterstop, further enhancing the waterproof effect; the setting of the stiffening plate enhances the overall rigidity and stability of the template and improves the construction quality; the diagonal bracing design between the wooden frame and the concrete pad increases the stability of the template system and reduces safety hazards during construction.

[0017] Alternatively, during the pouring of the reinforced concrete base slab, a waterstop protection frame is provided in the reinforcement cage of the reinforced concrete base slab, and a positioning component is provided at the end of the waterstop; the positioning component located at the pouring end is pulled by a metal wire tied to the reinforcement cage of the base slab and fixed in the middle of the reinforcement cage of the base slab; the positioning component located at the free end is fixed by a positioning support fixed on the outside of the stiffening plate.

[0018] By adopting the above technical solution, the installation of a waterstop protection frame during the pouring of reinforced concrete base slabs can effectively prevent the waterstop from shifting or being damaged during the pouring process, ensuring the sealing performance of the waterstop and improving the overall waterproofing effect of the base slab. The end of the waterstop is fixed to the middle of the base slab reinforcement cage by positioning components, further enhancing the positional stability of the waterstop and avoiding displacement caused by vibration or other factors during construction, thereby improving construction quality. Meanwhile, the positioning support outside the formwork reinforces the positioning of the waterstop, effectively preventing horizontal shifting during the pouring process.

[0019] Further optionally, the positioning element includes a U-shaped seat and locking bolts threaded onto two parallel webs of the U-shaped seat; a nut is fixed to the back of the rib plate of the U-shaped seat, and the positioning element at the casting end is pulled by a metal wire fixed to the nut; the positioning support includes a seat plate and a positioning rod fixed on the seat plate, the positioning rod is provided with an oblong hole, and the positioning element at the free end is fixed in the oblong hole by a screw fixed to the nut through a locking nut.

[0020] By adopting the above technical solution, a steel pad and a rubber pad are provided between the locking bolt of the U-shaped seat and the waterstop. The steel pad can increase the force-bearing area, ensure the reliability of clamping, and prevent the locking bolt from penetrating and damaging the waterstop. The nut on the back of the U-shaped seat has a round hole in the middle, which can provide a reliable binding point for the metal wire to facilitate construction. On the other hand, it can also serve as an extension platform to install the screw, which is fixed in the oval hole of the positioning support through the locking nut. The positioning component and positioning support have a simple structure and are easy to manufacture. They can meet the positioning requirements of both the pouring end and the outer side of the template.

[0021] Optionally, the retaining wall formwork includes an inner plate and an outer plate arranged on both sides of the retaining wall reinforcement cage. The inner plate and the outer plate are positioned by a fixing member. The fixing member includes a threaded tie rod that passes through the inner plate and the outer plate. An inner positioning nut and an outer positioning nut are threadedly connected to the threaded tie rod. The inner plate abuts against the inner positioning nut and is fixed by an inner locking nut connected to the threaded tie rod. The outer plate abuts against the outer positioning nut and is fixed by an outer locking nut connected to the threaded tie rod.

[0022] By adopting the above technical solutions, the stability of the retaining wall formwork can be effectively improved, ensuring that the formwork will not shift or deform during the pouring process, thereby guaranteeing the quality of concrete pouring and construction efficiency. Specifically, the fastener design between the inner and outer panels, using threaded tie rods and their inner and outer positioning nuts, achieves precise fixing of the formwork, preventing movement during pouring. The inner and outer panels are fixed with inner and outer locking nuts respectively, enhancing the overall rigidity and stability of the formwork and reducing concrete leakage or shape deviation caused by formwork loosening during pouring. The threaded tie rod design makes the installation and removal of the formwork more convenient and quick, improving construction efficiency.

[0023] Optionally, a water-stop plate is provided in the middle of the threaded tie rod; the inner positioning nut and the outer positioning nut have a conical structure and are both made of rubber.

[0024] By adopting the above technical solutions, the water-stop plate in the middle of the threaded tie rod can effectively prevent water penetration and improve the overall waterproof performance of the structure; the inner and outer positioning nuts are tapered and made of rubber, which not only enhances the sealing effect, but also provides better compressive strength and seismic resistance during construction, ensuring the stability and safety of the structure.

[0025] Optionally, the inner plate and the inner locking nut are provided with longitudinal ribs, horizontal steel pipes and decorative beams in sequence from the inside to the outside; the decorative beams are provided with through holes through which threaded tie rods pass.

[0026] By adopting the above technical solution, the structure between the inner plate and the inner locking nut enhances the overall stability of the formwork, preventing deformation or displacement of the formwork due to concrete pressure during pouring, thus ensuring construction quality. Simultaneously, the longitudinal stiffeners, transverse steel pipes, and decorative beams further improve the rigidity and compressive strength of the formwork, enabling it to better adapt to complex construction environments and reducing the risk of formwork damage. Threaded tie rods penetrate the through holes in the decorative beams, ensuring the stability of the fasteners and effectively preventing loosening, thereby improving construction safety and reliability.

[0027] In summary, this application includes at least one of the following beneficial technical effects: 1. The combination of concrete pile support and trench excavation effectively enhances the stability of both sides of the trench, reduces the risk of leakage and collapse, and improves construction safety; 2. The introduction of a trench slope monitoring system enables real-time monitoring of the trench's planar position, horizontal elevation, and slope gradient, allowing for the timely detection and handling of potential safety hazards and ensuring a safe and controllable construction process. 3. The application of reinforced concrete base slab and retaining wall pouring technology has improved the bearing capacity and impermeability of the bottom and sidewalls of the trench, ensuring the long-term stability and durability of the entire structure. Attached Figure Description

[0028] Figure 1 This is a schematic diagram of the main structure of the steel formwork cofferdam in the gully management construction method described in the embodiment; Figure 2 This is a schematic diagram of the main structure of the trench excavation in the gully management construction method described in the embodiment; Figure 3 This is a top view of the concrete-filled pile described in the embodiment; Figure 4 This is a side view of the concrete-filled pile described in the embodiment; Figure 5 This is a schematic diagram of the arrangement of the auxiliary concrete cast-in-place piles described in the embodiment; Figure 6 This is a schematic diagram of the arrangement of the expansion joint mating surface template described in the embodiment; Figure 7 This is a schematic diagram of the positioning component described in the embodiment; Figure 8 This is a schematic diagram of the positioning support structure described in the embodiment; Figure 9 This is a schematic diagram of the retaining wall tooling template described in the embodiment.

[0029] In the diagram: 1. Triangular support; 2. Steel formwork; 3. Geomembrane; 4. Crushed stone bags; 5. Concrete pile; 51. Tongue and groove joint; 52. Crown beam; 53. Inclined measuring tube; 54. Secondary concrete pile; 55. Support wall; 6. Retaining wall; 61. Drainage pipe; 62. Filter layer; 7. Excavation line; 8. Concrete cushion layer; 9. Reinforced concrete retaining wall; 91. Drainage pipe; 92. Filter bag; 10. Reinforced concrete base slab; 11. Guardrail; 12. Protective frame; 13. Panel; 131. Top panel; 132. Bottom panel; 133. Crescent groove; 14. Stiffening slab; 15. Wooden frame; 16. 17. Diagonal brace; 171. Positioning component; 172. U-shaped seat; 173. Locking bolt; 174. Nut; 175. Steel pad; 18. Rubber pad; 19. Positioning support; 10. Seat plate; 11. Positioning rod; 12. Oval hole; 13. Metal wire; 24. Screw; 25. Inner plate; 26. Outer plate; 27. Threaded tie rod; 28. Waterstop plate; 29. ​​Inner locking nut; 20. Outer positioning nut; 21. Outer locking nut; 22. Longitudinal rib; 33. Horizontal steel pipe; 34. Flower beam; 35. Groove; 36. Square timber strip; 37. Wooden strip. Detailed Implementation

[0030] The technical solutions of various embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0031] This application discloses a method for gully management, including the following steps: Geological exploration involves a comprehensive survey of the engineering geological structure, topography, and hydrogeology, as well as mapping the site topography and re-measuring elevations. This step is to obtain detailed geological information to provide a scientific basis for subsequent construction. Commonly used equipment in geological exploration includes ground-penetrating radar and drilling rigs. These devices can accurately determine the distribution of underground rock strata and the changing trends of groundwater levels.

[0032] Cofferdam for trenches, reference Figure 1 A steel formwork cofferdam is erected at the inlet of the ditch. The steel formwork cofferdam is a temporary structure mainly used to prevent water from entering the ditch and to ensure the safety of the construction environment. Specifically, the main structure of the steel formwork cofferdam consists of three parts: a steel pipe assembly triangular support 1, a water-blocking steel formwork 2, and a seepage-proof membrane 3 on the water-facing side. The steel formwork 2 is fixed obliquely to the triangular support 1 at a 45° angle. The seepage-proof membrane 3 is laid flat from the top of the steel formwork 2 to the root and extends to the bottom of the riverbed. It is pressed and fixed by crushed stone bags 4. After the construction of the ditch cofferdam is completed, the pit drainage begins.

[0033] Trench excavation, reference Figure 2 After installing 5 concrete piles for support on both sides of the trench, excavation proceeds in stages from top to bottom according to design requirements, with slopes on both sides at a 1:1 excavation line 7. A 50cm trench 31 is reserved at the bottom of the trench. The excavated soil is stockpiled within a 5m radius of the trench. During trench excavation, protective facilities such as safety nets and warning signs are added along the trench edges to ensure the safety of construction personnel. If over-excavation occurs during trench excavation, for dry trenches, over-excavation within 150mm can be backfilled with the original soil. The soil should be filled and compacted, and its density should not be lower than that of the original natural foundation soil. For dry trenches that are over-excavated by more than 150mm, lime-soil can be used for layered treatment, and its relative density should not be lower than 95%. If there is groundwater at the bottom of the trench or the foundation soil has a high water content, natural graded sand or gravel can be used for backfilling. The diameter of the concrete cast-in-place pile 5 is generally 600mm, and the length is determined according to geological conditions, usually between 10-15 meters. The construction of cast-in-place piles can be carried out using rotary drilling rigs or impact drilling rigs to ensure the quality of the pile foundation hole. refer to Figures 3-4To address the unique geological structure of the mountain, the concrete piles 5 are hexagonal in shape, with tongue and groove joints 51 on the sidewalls. In sections with high landslide risk, prefabricated retaining walls 6 are anchored between adjacent concrete piles 5 via the tongue and groove joints 51. To ensure groundwater flow and reduce the load on the retaining walls 6, drainage pipes 61 are installed on the retaining walls 6, with a filter layer 62 inside. The filter layer 62 is composed of materials such as sand, gravel, or pebbles of different particle sizes, arranged from fine to coarse along the water flow direction and fixed in the drainage pipes 61 by a steel mesh. This prevents fine particles in the soil from being lost with the water flow while allowing water to pass through smoothly, thus filtering water and protecting the soil. This reduces the weight of the water-facing side of the retaining walls 6, effectively reducing the load on the retaining walls 6. After the concrete piles 5 are constructed, a cap beam 52 can be poured on top of the concrete piles 5 to further enhance the structural strength of the support.

[0034] refer to Figure 5 In order to further enhance the support strength of the retaining wall 6 and effectively cope with the risk of local landslides, a secondary concrete pile 54 is provided on one side of the backwater side of the retaining wall 6. A support wall 55 is poured on site between the secondary concrete pile 54 and the retaining wall 6. The support wall 55 abuts against the middle of the retaining wall 6 to form a T-shaped retaining structure.

[0035] Trench slope monitoring requires real-time monitoring of the trench's horizontal position, elevation, and slope gradient during excavation. This allows for the timely acquisition of various trench parameters and the prompt identification and handling of potential safety hazards. Measurements are taken once daily during earthwork excavation, and again after excavation and following heavy rain or snow. When two adjacent displacements exceed 3mm or the total deformation reaches 30mm, the observation cycle should be shortened to twice daily. After excavation, the observation cycle is extended to once a week until backfilling is complete. Specifically, stakes are placed every 10m, 50cm outside the top of the trench. Horizontal displacement monitoring points are created by driving nails into the middle of the stakes. Horizontal displacement monitoring uses the axis projection method: stable reference points A and B are selected at opposite ends of a survey line. A theodolite is set up at point A and oriented to point B; the line connecting A and B forms a reference line. During observation, a target plate is set up at each monitoring point along the survey line. The theodolite reads the vertical distance E from each monitoring point to the AB baseline on the target plate. The difference between the current E value and the initial E value of a monitoring point is the cumulative horizontal displacement of that point. The initial E value of each deformation monitoring point is the average of two values. If it is difficult to set up the benchmark endpoints on site, a total station method can also be used to determine the coordinates of the monitoring points before excavation and to re-measure the coordinates of the monitoring points during construction to obtain the deviation value. Vertical displacement measurement: According to the requirements of the national third-order leveling survey specifications, each vertical displacement monitoring is carried out by connecting a third-order leveling closed or traverse line between the working benchmarks. The elevation of each monitoring point is measured from the working points of the line. The initial elevation value of each monitoring point is measured twice in the early stage of the monitoring project, and then the average of the two values ​​is taken. The difference between the current elevation and the previous elevation of a monitoring point is the current vertical displacement, and the difference between the current elevation and the initial elevation is the cumulative vertical displacement.

[0036] refer to Figure 5 When the trench is deep, it is necessary to install inclinometer tubes 53 during the construction of concrete pile 5. The tubes are made of 100mm PVC pipes tied inside the steel cage and pre-embedded with the concrete pouring. The depth is the same as the pile length. The horizontal displacement at each depth is observed by an inclinometer.

[0037] 10 Reinforced concrete base slab poured, reference Figure 6A concrete pad 8 is laid at the bottom of the trench, and a bottom slab reinforcement cage and bottom slab formwork are erected on the concrete pad 8 for pouring. The thickness of the concrete pad 8 is generally 100mm, and the material is C15 concrete. The bottom slab reinforcement cage must be fabricated strictly according to the design drawings, with the diameter of the reinforcing bars generally being 12-16mm and the spacing being 150-200mm. The bottom slab formwork includes the expansion joint mating surface formwork, which includes a panel 13 and a stiffening slab 14. The panel 13 is made of foam board and abuts against the concrete bottom slab. The panel 13 includes an upper panel 131 and a lower panel 132. Both the upper panel 131 and the lower panel 132 have a crescent groove 133 on their mating surfaces to accommodate the central ring of the waterstop. The stiffening slab 14 abuts against the back of the panel 13 and is supported by a wooden frame 15. Diagonal braces 16 are provided between the wooden frame 15 and the concrete pad 8 to ensure the stability of the formwork.

[0038] refer to Figure 6 During the pouring of the reinforced concrete base slab 10, a waterstop protection frame 12 is installed in the reinforcement cage of the reinforced concrete base slab 10, and a positioning component 17 is provided at the end of the waterstop. The positioning component 17 located at the pouring end is pulled by a metal wire 19 tied to the reinforcement cage of the base slab and fixed in the middle of the reinforcement cage. The positioning component 17 located at the free end is fixed by a positioning support 18 fixed to the outside of the stiffening slab 14. Before pouring concrete, a wooden strip 33 with a width of 30mm and a height of 20mm is placed on the top surface of the base slab expansion joint. After the concrete is poured, when the strength is sufficient to ensure that its surface and formwork are not damaged by removing the wooden strip 33, the rubber board is removed to form a neat groove, which facilitates the application of sealant and ensures its quality. Through the use of the wooden strip 33, the reserved groove is neat and square, without deformation or uneven depth, and the cleaning work on both sides of the rubber board is easy to operate. Compared with the method of directly embedding polystyrene board, the engineering effect is more significant and the construction quality is more stable.

[0039] Specifically, refer to Figures 7-8The positioning component 17 includes a U-shaped seat 171 and locking bolts 172 threadedly connected to the two parallel webs of the U-shaped seat 171; nuts 173 are fixed to the back of the ribs of the U-shaped seat 171, and the positioning component 17 at the casting end is pulled by a metal wire 19 fixed to the nut 173; the positioning support 18 includes a seat plate 181 and a positioning rod 182 fixed on the seat plate 181, the positioning rod 182 is provided with an oblong hole 183, and the positioning component 17 at the free end is fixed in the oblong hole 183 by a screw 20 fixed to the nut 173 through the locking nut 173; the locking bolts 172 of the U-shaped seat 171 are connected to the waterstop. The device includes a steel pad 174 and a rubber pad 175. The steel pad 174 increases the bearing area, ensuring the reliability of the clamping and preventing the locking bolt 172 from penetrating and damaging the waterstop. The nut 173 on the back of the U-shaped seat 171 has a round hole in the middle, which can provide a reliable binding point for the metal wire 19 for easy construction. On the other hand, it can also serve as an extension platform to install the screw 20, which is fixed in the oval hole 183 of the positioning support 18 through the locking nut 173. The positioning component 17 and the positioning support 18 have a simple structure and are easy to manufacture. They can meet the positioning requirements of both the pouring end and the outer side of the template.

[0040] 9. Reinforced concrete retaining wall pouring, refer to Figure 9 A retaining wall reinforcement cage and retaining wall formwork are erected on both sides of the pre-cast reinforced concrete retaining wall 9 for pouring. The retaining wall formwork includes an inner plate 21 and an outer plate 22 arranged on both sides of the retaining wall reinforcement cage. The inner plate 21 and outer plate 22 are positioned by fasteners, including threaded tie rods 23 that pass through the inner plate 21 and outer plate 22. An inner positioning nut 24 and an outer positioning nut 26 are threadedly connected to the threaded tie rod 23. The inner plate 21 abuts against the inner positioning nut 24 and is fixed by an inner locking nut 25 connected to the threaded tie rod 23. The outer plate 22 abuts against the outer positioning nut 26 and is fixed by an outer locking nut 26 connected to the threaded tie rod 23. The inner plate 21 is secured with nut 27. To enhance the structural strength and stability between the inner plate 21 and the inner locking nut 25, and to prevent the formwork from deforming or shifting due to concrete pressure during pouring, thus ensuring construction quality, longitudinal ribs 28, horizontal steel pipes 29, and decorative beams 30 are arranged sequentially from the inside to the outside between the inner plate 21 and the inner locking nut 25. The decorative beam 30 has a through hole through which threaded tie rods 23 pass. The outer plate 22 and the outer locking nut 27 have the same structure. In order to enhance the waterproof effect, a water-stop plate 231 is provided in the middle of the threaded tie rod 23. The inner positioning nut 24 and the outer positioning nut 26 have a conical structure and are both made of rubber.

[0041] refer to Figure 9During the retaining wall construction, concrete is poured in layers according to a certain thickness, sequence, and direction. The upper layer of concrete is poured before the lower layer has initially set or can be reshaped. For each layered construction joint of the retaining wall, 3*3cm square timber strips 32 are embedded during the lower layer concrete construction. After the concrete pouring is completed, the timber strips are removed, and water-swellable sealing strips are installed in the forming grooves of the timber strips to help prevent water penetration. Furthermore, during the retaining wall construction and according to the pre-embedded drainage pipes 91, after the reinforced concrete has cured, a filter bag 92 is installed on the back of the drainage pipe. See details... Figure 2 .

[0042] For reinforced concrete curing, non-woven fabric is laid on the reinforced concrete, and water is sprayed on it for curing. The curing time is generally 7 days, during which the concrete surface must be kept moist to promote the hardening process. During the curing process, the temperature and humidity of the concrete should be checked regularly to ensure the curing effect.

[0043] For trench backfilling, the excavated soil piled beside the trench is backfilled into the trenches 31 on both sides of the trench. Backfilling must be done in layers with compaction, each layer not exceeding 30cm in thickness, achieving a compaction degree of over 95%. The backfill material can be either native soil or improved soil to ensure the density and stability of the backfilled material.

[0044] Grass planting involves first clearing the slope, then replacing the topsoil with planting soil, and finally mixing the treated grass seeds and substrate according to the design ratio, then evenly sowing them into the prepared topsoil area. The purpose of grass planting is to reduce soil erosion, beautify the environment, and also help improve the ecological function of ditches.

[0045] It should be noted that in this construction method, the pouring of reinforced concrete retaining slabs and retaining walls includes the construction of the same structure as rectangular channels, drop strips and culverts.

[0046] The implementation principle of this embodiment is as follows: by comprehensively utilizing technologies such as geological survey, trench cofferdam, trench excavation, trench slope monitoring, reinforced concrete base slab pouring, reinforced concrete retaining wall pouring, reinforced concrete curing, trench backfilling, and grass planting, the stability and safety of the gully management construction are comprehensively improved. In particular, the concrete pile support and reinforced concrete base slab and retaining wall pouring effectively enhance the structural stability of the gully and reduce the risk of leakage and collapse. At the same time, measures such as trench slope monitoring and grass planting further improve the safety and environmental friendliness of the construction.

[0047] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the technical solutions of the embodiments of this application.

Claims

1. A ravine management construction method, characterized in that: The following steps are involved: Geological survey, survey of engineering geological structure, topography and hydrogeology, and mapping of on-site topography and elevation; Trench cofferdam: erect steel mold cofferdam at the trench outlet or inlet; Trench excavation, after supporting the two sides of the trench with cast-in-place concrete piles (5), excavation is then carried out step by step from top to bottom according to the design requirements, with the slope of the two sides being 1:1, and a 50 cm fertilizer groove (31) being reserved at the bottom of the trench; Groove slope monitoring: monitoring of the trench plane position, horizontal elevation and slope gradient; Casting of a reinforced concrete bottom plate (10), laying a concrete cushion layer (8) at the bottom of the trough, and setting up a bottom plate steel cage and a bottom plate tooling template on the concrete cushion layer (8) for casting; Casting of the reinforced concrete retaining wall (9), setting up retaining wall steel cages and retaining wall tooling templates on both sides of the precast reinforced concrete retaining wall (9) for casting; Reinforced concrete maintenance: lay non-woven fabric on reinforced concrete and spray water for maintenance; Backfilling the trench with earthwork, backfilling the earthwork piled beside the trench into the fertilizer troughs (31) on both sides of the trench; For planting grass and greening, first clean the slope surface, then replace the planting soil on the slope surface, mix the processed grass seeds and mixed materials according to the designed proportion, and evenly spread them on the prepared topsoil area.

2. The ravine management construction method according to claim 1, characterized in that: A tongue-and-groove groove (51) is provided on the side wall of the concrete cast-in-place pile (5), and a prefabricated retaining wall (6) is arranged between two adjacent concrete cast-in-place piles (5) through the tongue-and-groove groove (51), wherein a drainage pipe (61) is provided on the retaining wall (6).

3. The ravine regulation construction method according to claim 2, characterized in that: A reverse filter layer (62) is provided in the drainage pipe (61).

4. The ravine regulation construction method according to claim 2, characterized in that: Auxiliary concrete cast-in-place piles (54) are provided on the side of the retaining wall (6) facing away from the water, and a supporting wall (55) is provided between the auxiliary concrete cast-in-place piles (54) and the retaining wall (6).

5. The ravine regulation construction method according to claim 1, characterized in that: The bottom plate tooling template comprises a deformation joint joint surface template, and the deformation joint joint surface template comprises a panel (13) and a rib plate (14); the panel (13) is in contact with the concrete bottom plate joint surface, and the panel (13) comprises an upper panel (131) and a lower panel (132); the upper panel (131) and the lower panel (132) are both provided with a half-moon groove (133) adapted to the middle circular ring of the water stop belt on the fitting surface; the rib plate (14) is in contact with the back of the panel (13) and is supported by a wooden frame (15), and a diagonal brace (16) is provided between the wooden frame (15) and the concrete cushion layer (8).

6. The ravine regulation construction method according to claim 5, characterized in that: During the pouring of the reinforced concrete bottom plate (10), a water stop protection frame (12) is provided in the steel cage of the reinforced concrete bottom plate (10), and a positioning piece (17) is provided at the end of the water stop; the positioning piece (17) at the pouring end is pulled by a metal wire (19) tied to the bottom plate steel cage and fixed to the middle of the bottom plate steel cage; the positioning piece (17) at the free end is fixed by a positioning support (18) fixed to the outside of the rib plate (14).

7. The ravine regulation construction method according to claim 6, characterized in that: The positioning member (17) comprises a U-shaped seat (171) and a locking bolt (172) threadedly connected to two parallel webs of the U-shaped seat (171); a nut (173) is fixed to the back of the rib of the U-shaped seat (171); the positioning member (17) located at the casting end is pulled by a metal wire (19) fixed to the nut (173); the positioning support (18) comprises a seat plate (181) and a positioning rod (182) fixed to the seat plate (181); a waist-shaped hole (183) is provided on the positioning rod (182); the positioning member (17) located at the free end is fixed in the waist-shaped hole (183) by a screw rod (20) fixed to the nut (173) through a locking nut (173).

8. The ravine regulation construction method according to claim 1, characterized in that: The retaining wall tooling template comprises an inner plate (21) and an outer plate (22) arranged on both sides of the retaining wall steel cage, the inner plate (21) and the outer plate (22) are positioned by a fixing member, the fixing member comprises a threaded tie rod (23) penetrating the inner plate (21) and the outer plate (22), the threaded tie rod (23) being threadedly connected with an inner positioning nut (24) and an outer positioning nut (26); the inner plate (21) abuts against the inner positioning nut (24) and is fixed by an inner locking nut (25) connected to the threaded tie rod (23); the outer plate (22) abuts against the outer positioning nut (26) and is fixed by an outer locking nut (27) connected to the threaded tie rod (23).

9. The ravine regulation construction method according to claim 8, characterized in that: A water stop plate (231) is provided in the middle of the threaded pull rod (23); the inner positioning nut (24) and the outer positioning nut (26) are of conical structure and are both made of rubber.

10. The ravine regulation construction method according to claim 8, characterized in that: A longitudinal bar (28), a transverse steel pipe (29) and a beam (30) are arranged in sequence from the inside to the outside between the inner plate (21) and the inner locking nut (25); and a through hole through which the threaded pull rod (23) passes is provided on the beam (30).

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