Debris flow three-dimensional grid dam and its construction method

Abstract

The present invention discloses a debris flow three-dimensional grid dam and a construction method thereof. The three-dimensional grid dam includes a foundation, a rod system, a dam top, a monitoring and early warning system, and a power supply system. In the assembled integral design, the foundation is cast according to the topography, and the rod system is assembled integrally. The two ends of the beam are symmetrically inserted into the axial groove of the frame column, the pillars are inserted into the connection port, the independent pads are filled and adjusted, and the isolation elements are added to achieve the assembly adjustment of the main structure of the frame and the grid, as well as the transmission of internal forces in the system. The assembled tension rod system at the top of the dam. The monitoring and early warning system monitors the dam body and environmental dynamics. The pad assembly design rules are also provided. The invention utilizes the characteristics of the vertical and horizontal multi-span frame to achieve the three-dimensional blocking function of multi-layer penetration and graded interception. After prefabricated assembly optimization, the overall structure and the grid penetration performance can be adjusted during design, construction and service. The technology balances the flexibility and stability of the grid dam, and provides a new concept of retaining engineering that adjusts the overall and local structures of the dam according to the prevention and control objectives.

Description

Technical Field

[0001] The invention relates to a water conservancy engineering building, in particular to a debris flow grid dam capable of flexibly adapting to terrain and interception targets and a construction method thereof, belonging to the technical field of water conservancy engineering and debris flow prevention and control. Background Art

[0002] Debris flow grid dam is a dam-type structure in debris flow interception engineering. Its main function is to intercept large particles in solid sources and allow small and medium particles of a certain size to pass through. The particle size distribution characteristics of the solid source particles that the debris flow grid dam is designed to pass or intercept are characterized by the permeability of the grid dam. The permeability of the grid dam mainly depends on the grid area of ​​the dam body. In a conventional grid dam, the grid section is a section of the dam body composed of several horizontal, vertical or grid-like grid structures. The debris flow grid dam has both interception and drainage functions, which is beneficial to maintaining the health of the river ecosystem; the structural construction is relatively simple, which can improve the response speed in emergency situations; the open structure is convenient for daily maintenance, inspection and cleaning, etc., and it is one of the most commonly used debris flow interception engineering forms.

[0003] Prior art CN 2020101815931 discloses a ground-anchored beam-string debris flow grid dam. The grid dam includes columns, foundation beams, vertical prestressed anchors, a beam-string self-balancing structure system and vertical rods. The columns and vertical prestressed anchors are buried underground, and the columns are provided with corbels at a certain distance; the foundation beam is flush with the ground; the vertical prestressed anchors are fixed in the foundation beam; the beam-string self-balancing structure system consists of tension cables, beams, struts and sliding supports, which are placed on the corbels; the vertical rods are arranged at intervals horizontally and connected to the beams to form a grid. The grid dam improves the stress performance of the dam structure by introducing the beam-string self-balancing structure system, thereby adjusting the existing conventional grid dam structure to form a combination of prefabricated components and on-site assembly. The technical defects of the grid dam are mainly: first, the grid dam operates in the atmosphere, dry and wet alternation, immersion in water and high-speed water flow all year round, and the steel structure used in the foundation and the main body of the dam is extremely susceptible to environmental corrosion. Second, a large number of large-sized arc-shaped steel, sliding bearings, and specially processed cable balls are used, and the construction and maintenance costs are high. Third, the overall dam body adopts the same linear layout as conventional grid dams, which is not very flexible and adaptable to special terrain ditch sections. Fourth, the dam body grid part adopts the same single-layer single-span structure fixed along the channel as conventional grid dams. The grid permeability cannot be adjusted and cannot adapt to the changes in the interception and drainage function in the debris flow prevention and control target caused by changes in the channel environment. Fifth, like all conventional debris flow barrier dams, once the project is completed, the debris flow prevention and control function of the dam body is fixed at the time of commissioning, and neither the structure nor the function can be adaptively adjusted during its service. Even when the prevention and control target changes significantly, it can only provide environmental governance functions in a "carving a boat to find a sword" way. Summary of the invention

[0004] The purpose of the present invention is to provide a debris flow grid dam and a construction method thereof which can flexibly adapt to the terrain and interception targets in view of the deficiencies of the prior art.

[0005] The present invention first provides a debris flow three-dimensional grid dam, and its technical solution is as follows.

[0006] A debris flow three-dimensional grid dam:

[0007] It is a reinforced concrete multi-layer multi-span frame structure, which is designed as a multi-span frame in both the along-channel direction x and the cross-channel direction y. The debris flow three-dimensional grid dam includes a foundation part from bottom to top, a rod system, a dam top, as well as a monitoring and early warning system and a power supply system.

[0008] The foundation portion includes independent foundations arranged in a grid;

[0009] The rod system is composed of frame columns and beams connected vertically and horizontally. The frame columns are arranged on independent foundations to form a column grid. The beam-column structural surface in the y direction is a grid surface. β ; At least one grille surface β In the x direction, the columns between the beams divide the interlayer area into grids; in the x direction, the grid surfaces β The grille's transmittance is larger at the front and smaller at the back;

[0010] The top of the dam includes a top cover, which covers the top of the column grid and connects and tightens the rod system;

[0011] The monitoring and early warning system includes a data center, which is communicatively connected to a monitoring terminal, and the monitoring terminal includes a dam body monitoring terminal and / or an environment monitoring terminal;

[0012] The power supply system supplies power to electrical equipment of the debris flow three-dimensional grid dam.

[0013] The above-mentioned debris flow three-dimensional grid dam is a new type of three-dimensional frame structure. By adopting a three-dimensional frame structure design, the above-mentioned grid dam can layout the foundation network and the frame columns on each independent foundation according to the terrain characteristics of the channel. The grid dam as a whole can get rid of the conventional linear structure and plan the dam shape according to the terrain in both the vertical and horizontal directions of the channel. The vertical and horizontal multi-span frame characteristics also provide a three-dimensional blocking function for multi-layer penetration and graded interception of debris flows, enhancing the permeability of the grid section.

[0014] In order to enhance the three-dimensional features of the above-mentioned debris flow three-dimensional grid dam of the present invention, the optimization scheme is to introduce the concept of assembled concrete construction and design the debris flow three-dimensional grid dam as an assembled integral structure. The following optimizations can be implemented together or separately.

[0015] Optimization 1. The three-dimensional grid dam adopts an assembled integral structure; the foundation is cast-in-place concrete, and the rod system is an assembled integral structure; in the frame column grid, the frame corner columns located at the boundary corners of the column grid are cast-in-place concrete, and the rest are prefabricated rectangular rods; axial grooves are opened on the connecting surfaces of the frame columns and beams, and the two ends of the beams are symmetrically inserted into the axial grooves of the frame columns on both sides; the interlayer spacing H of the debris flow three-dimensional grid dam is adjusted between the upper and lower adjacent beams by independent pads arranged in the axial grooves and matching the cross-sectional shape of the grooves, and the independent pads are rigid pads and / or shock-absorbing pads; the beams are plugged into the columns, and the columns are inserted into the column interfaces of the beams.

[0016] Furthermore, seismic isolation elements can be added at the connection between the two ends of the beam back flow surface and the inner wall of the axial groove to transmit the impact reaction force of the debris flow to the rod system to adapt to the rotation of the beam during the impact process and improve the shear deformation capacity of the beam. At the same time, the column interface can be designed as a socket to increase the connection area between the column interface and the column to enhance the stability of the connection between the beam and the column.

[0017] Optimization 2. Since the independent pads are small prefabricated components, in order to enable them to simultaneously meet the requirements of stability and shock absorption of the interlayer assembly structure, when two independent pads are used, their assembly design should meet the necessary rules, including:

[0018] Rule R1: The types and arrangements of the independent pads arranged in the left and right axial grooves between the upper and lower adjacent beams are the same;

[0019] Rule R2: On any frame column, the types and arrangements of the independent pads arranged in the axial grooves facing away from the opening in the same direction are the same;

[0020] Rule R3: Between upper and lower adjacent beams, the shock-absorbing pads should be arranged adjacent to the beams;

[0021] Rule R4: Between the upper and lower adjacent beams, the total thickness ratio of the rigid pads to the shock-absorbing pads shall not exceed 3 / 1;

[0022] Rule R5: The ratio of the independent pad height h to the layer spacing H is determined based on the structural stability and shock absorption performance analysis, or is not greater than 0.15.

[0023] Optimization 3: The top of the dam is composed of prefabricated assembled components; the top cover is composed of cover-shaped panels, the main body of the cover-shaped panel is the cover plate, and the four sides of the bottom surface of the cover plate have cap beams perpendicular to the cover plate plane. The cap beams are inserted into the axial grooves of the lower frame columns and are closely connected to the top surface of the top beam. With the cover-shaped panels as the plane splicing units, using the unit cell splicing method, each unit has four cap beams inserted downward into the axial grooves of the four frame columns, connecting the four frame columns of one span in a unit plane and tensioning and tightening them, and continuously tightening them in the plane xy direction as the unit cell splicing extends, ensuring the restraint stability of the top of the rod system.

[0024] Optimization 4. The dam monitoring terminal includes an inclinometer, the sensitive element of which is arranged along the axial direction of the frame column, focusing on monitoring the inclination angle of the rod system. The dam monitoring terminal may also include image and video monitoring devices to monitor the surface conditions of the grid dam. The environmental monitoring terminal includes a meteorological environment monitoring terminal and / or a channel environment monitoring terminal. All monitoring terminals can select the necessary type of acoustic and optical monitoring devices as needed.

[0025] Optimization 5. Auxiliary facilities can also be added to the debris flow three-dimensional grid dam. The auxiliary facilities department is based on the basic structure of the grid dam. By adding auxiliary facilities, the grid dam provides auxiliary or additional functions other than the basic disaster prevention and control functions during its operation and service. Such as improving the safety and convenience of business activities such as passage, maintenance, dredging, demolition, and reconstruction. A further optimization is that the auxiliary facilities department includes a step platform at the shoulder position of the debris flow three-dimensional grid dam to improve the convenience of passage on the top of the dam and improve the stability of the dam frame structure.

[0026] The present invention also provides a construction method for an optimized assembled integral debris flow three-dimensional grid dam, and the specific scheme is as follows.

[0027] A construction method of a debris flow three-dimensional grid dam is implemented according to the following steps:

[0028] Step S100, obtaining basic data of debris flow three-dimensional grid dam construction project through on-site investigation, and determining engineering design objectives and grid dam related parameters according to the basic data;

[0029] Step S200, divide the prefabricated components and the cast-in-place concrete parts, and process the prefabricated components; the cross-section specifications of the cap beam are designed according to the bending member, and the connecting surface group α The beam section specifications are designed as axial load-bearing components;

[0030] Step S300: On-site construction

[0031] Step S310: level the site, measure and lay out, determine the foundation layout, drill and clean holes, and pour pile foundation concrete;

[0032] Step S320: After the pile foundation concrete is hardened, a foundation pit is excavated, the pile head concrete is removed, and a concrete cushion layer of designed thickness is laid at the bottom of the foundation pit;

[0033] Step S330, supporting the formwork and casting the independent foundation and the frame corner column on it at the frame corner column position, and installing an inclinometer during the casting process of the frame corner column;

[0034] Step S340: pour independent foundations at the remaining frame column locations, assemble frame columns, and backfill the foundation pit;

[0035] Step S350: Assemble the main body of the rod system

[0036] Step S351: Assemble the first grille surface β 1: Construction from the middle to both sides, hoisting the grille surface β 1. The bottom beam of the middle span is placed in the axial grooves on both sides. The bottom surface of the bottom beam is in close contact with the top surface of the pedestal. Independent pads are filled into the axial grooves to the designed layer spacing H. The second layer of beams is hoisted into the axial grooves on both sides. Continue to assemble upward until the top layer of beams. For the layers designed with columns, the columns are plugged into the corresponding column interfaces during the assembly process of each layer to complete the first grid surface. β 1. Assemble the middle span; continue to assemble the two side spans of the middle span in the same way to complete the first grille surface β 1. Assembly;

[0037] Step S352: Assemble the first connection face group α 1: Construction from the middle to both sides, first assemble the connection surface of the middle span, then assemble the connection surface of the two spans. The assembly method is the same as that of the grille surface. β 1 similar;

[0038] Step S353: Continue to assemble the remaining grille surfaces β With connection group α Until the rod system is assembled;

[0039] Step S360, top cover assembly: hoist the cover-shaped panels to the construction site, position the cap beams on the four sides of the bottom surface of the cover plate, insert them into the axial grooves of the four frame columns and connect them closely with the top beams or independent pads below, and tighten the four frame columns of one span vertically and horizontally through the plane of the cover plate; splice all the cover-shaped panels, and keep expansion joints between adjacent cover-shaped panels;

[0040] Step S370: construction of auxiliary facilities;

[0041] Step S380, installing various parts of the monitoring and early warning system;

[0042] Step S390: Install the power supply system and connect the circuits of electrical equipment.

[0043] The optimization scheme of the construction method of the debris flow three-dimensional grid dam is the design of the top cover assembly process. Combining the stability of the rod system during the top cover assembly process, and the force balance of the tension and tightening of each cover-shaped plate after the top cover is assembled, and considering that the grid dam may be an irregular polygonal three-dimensional shape, the optimized top cover assembly construction process is: α The top cover plate is pushed along the x direction as the general assembly direction, and at each connecting surface group α When assembling the top, expand it from the middle to both sides.

[0044] The field investigation referred to in this technology includes various geological surveys, explorations, mapping, and measurement work on the site of the mountain torrent mud-rock flow channel where the planning scheme is located, as well as existing simulation experiments, test experiments, observation experiments, and analysis experiments in the field, as well as the acquisition of historical disaster records, relevant technical specifications, and empirical methods and data acquisition for reference. The data obtained from the field investigation are collectively referred to as the basic data of this technical scheme.

[0045] Compared with the prior art, the beneficial effects of the present invention are as follows: (1) The debris flow three-dimensional grid dam adopts an integral three-dimensional frame structure, which gets rid of the linear layout of the grid dam in the prior art, so that the three-dimensional grid dam can be flexibly arranged according to the terrain and topography of the channel dam site; in particular, it can adapt to the prevention and control requirements of debris flow in a specific direction required by special terrain by arranging the foundation according to the shape and adjusting the shape of the rod system in special channel sections. At the same time, by utilizing the vertical and horizontal multi-span frame characteristics, a three-dimensional interception function of multi-layer permeability and graded interception of debris flow is provided, and the permeability performance of the grid section is enhanced. The combination of the two structural features enables the debris flow three-dimensional grid dam of the present invention to adapt to the prevention and control interception needs of debris flow of different types, different scales and different periods to the greatest extent, while expanding the prevention and control functions of conventional grid dams and facilitating later technical upgrades. (2) The optimized three-dimensional grid dam adopts an assembled integral structure, which embodies four technical advantages: First, by introducing an assembled concrete structure, the technical advantages of the vertical and horizontal multi-span frame and three-dimensional interception function of the basic three-dimensional grid dam are further enhanced. In terms of the overall structure of the grid dam, as long as the independent foundation can be laid out and the axial groove is reserved on the corresponding surface of the frame column, the grid surface and the connecting surface can be assembled, so as to flexibly adjust the overall structure of the grid dam; β First, by using two types of small components, independent pads and pillars, the number of specifications of the grille openings and the permeability they achieve can be quickly and easily realized during the structural design and even assembly process. Second, as important as the first point, during the operation of the grille dam, in the face of changes in the mudslide prevention and control goals caused by changes in the channel environment, the core functions of the dam can be quickly adjusted by renovating the dam structure (such as changing the grille surface structure, increasing or decreasing the dam height, and increasing the number of vertical and horizontal spans), thereby improving the adaptability of the grille dam to new disaster environments during service and extending its service life. Third, the use of an assembled integral structure takes into account and balances the flexibility and stability of the grille dam structure. Fourth, the on-site construction period is shortened, the maintenance and repair costs are low, and the cost is more economical. (3) In view of how to ensure that relatively small-sized prefabricated independent pads are used in the grille dam to effectively take into account the functions and characteristics of stability, shock absorption, lightness, and lightness in the rod system, the present invention specifically provides the necessary rules for the assembly design of independent pads. (4) A construction method for an assembled integral three-dimensional grille dam of the present invention is provided. (5) By introducing the two technical concepts of three-dimensional and assembly into the grid dam and organically combining them, the technical solution of the present invention provides a long-term dynamic adaptive adjustment solution for debris flow prevention and control water conservancy engineering buildings, and provides a new technical concept for the design of water conservancy engineering buildings in mountain disaster environment management to break through the existing "carving a boat to find a sword" service operation. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] Figure 1 It is a schematic diagram of the overall appearance and structure of the debris flow three-dimensional grid dam.

[0047] Figure 2 It is a top view structural diagram of the foundation and rod system.

[0048] Figure 3 It is the grid surface of the debris flow three-dimensional grid dam β Schematic diagram.

[0049] Figure 4 (a) and (b) are schematic diagrams of several different overall structural shapes of debris flow three-dimensional grid dams.

[0050] Figure 5 yes Figure 2 Upper right enlarged view.

[0051] Figure 6 It is a schematic diagram of the assembly structure of the frame column 21 and the beam 22.

[0052] Figure 7 It is a schematic diagram of the assembly design rules of the independent pad 25 part.

[0053] Figure 8 It is a schematic diagram of the arrangement structure of the seismic isolation element 223.

[0054] Fig. 9 It is a schematic diagram of the assembly structure of the beam 22 and the column 23.

[0055] Fig.10 (a) to (d) are the grille surfaces at different positions β Schematic diagram of grille opening changes.

[0056] Fig.11 It is a schematic diagram of the assembly structure of the top cover 31.

[0057] Fig.12 It is a schematic diagram of the assembly structure of a set of cover-shaped panels 311 and frame columns 21.

[0058] Fig.13 It is a schematic diagram of the structure of the monitoring and early warning system.

[0059] Fig.14 It is a schematic diagram of the installation structure of a fixed inclinometer.

[0060] Fig.15 It is a schematic diagram of the structure of the debris flow three-dimensional grid dam in Example 3.

[0061] The numbers in the accompanying drawings are:

[0062] 1 foundation; 11 independent foundation; 111 pile foundation; 112 cap; 2 rod system; 21 frame column; 211 frame corner column; 212 axial groove; 22 beam; 221 top beam; 222 bottom beam; 223 seismic isolation element; 224 column interface; 23 column; 24 grid; 25 independent pad; 251 rigid pad; 252 shock-absorbing pad; 3 dam top; 31 top cover; 311 cover plate; 3111 cover plate; 3112 cap beam; 4 monitoring and early warning system; 41 data center; 42 monitoring terminal; 421 dam monitoring terminal; 4211 inclinometer; 422 environmental monitoring terminal; 4221 meteorological environment monitoring terminal; 4222 channel environment monitoring terminal; 43 alarm unit; 5 power supply system; 61 ladder platform; 62 guardrail. DETAILED DESCRIPTION

[0063] The preferred technical solution of the present invention is further described below in conjunction with the accompanying drawings.

[0064] Embodiment 1

[0065] A debris flow three-dimensional grid dam is designed for a debris flow channel by adopting the technical solution of the present invention.

[0066] Figure 1 It is a schematic diagram of the overall appearance structure of the debris flow three-dimensional grid dam; Figure 2 It is a top view structural diagram of the foundation and the rod system; Figure 3 It is the grid surface of the debris flow three-dimensional grid dam β Schematic diagram.

[0067] The debris flow three-dimensional grid dam (hereinafter referred to as the grid dam) is a reinforced concrete multi-layer multi-span frame structure, which is designed as a multi-span frame in both the along-channel direction x and the cross-channel direction y. The grid dam as a whole includes a foundation part 1 from bottom to top, a rod system 2, a dam top 3, a monitoring and early warning system 4, and a power supply system 5.

[0068] The foundation part 1 includes independent foundations 11 arranged in a grid.

[0069] The bar system 2 is composed of frame columns 21 and beams 22. The frame columns 21 are arranged on the independent foundation 11 to form a column grid. In the bar system 2, the beam-column structural surface in the y direction is a grid surface. β , along the x direction is called the first grid surface β 1. Second grille surface β 2nd level; two adjacent grid surfaces β The space between two adjacent grid dams is a span in the x direction. β The beam-column structural surfaces between them are connection surfaces, and the connection surfaces with the same y coordinates are the connection surface group. α , along the y direction is called the first connected face group α 1. Second connection face group α 2nd etc.

[0070] On at least one grid surface β The columns 23 between the beams 22 divide the interlayer area longitudinally to form grids 24 on the grid surface. β The area between the top beam 221 and the bottom beam 222 is the grille area, and the grille opening is formed by the upper and lower adjacent beams 22 and the left and right adjacent frame columns 21, or the grille opening is formed by the upper and lower adjacent beams 22 and the columns 23. β The grille transmittance performance refers to the β The transmission performance formed by all the grille openings on the surface. β The grille's transmittance is larger at the front and smaller at the back.

[0071] The dam top 3 includes a top cover 31 , which covers the top of the column grid and connects and tightens the rod system 2 .

[0072] The monitoring and early warning system 4 includes a data center 41 , which is in communication connection with a monitoring terminal 42 . The monitoring terminal 42 includes a dam body monitoring terminal 421 and / or an environment monitoring terminal 422 .

[0073] The power supply system 5 supplies power to the electrical equipment of the debris flow three-dimensional grid dam.

[0074] Figure 4 (a) Figure 4 (b) is a schematic diagram of several different overall structural shapes of debris flow three-dimensional grid dams, showing that the grid dam is an irregular polygonal three-dimensional shape.

[0075] Embodiment 2

[0076] Based on the scheme of the first embodiment, the debris flow three-dimensional grid dam is further designed to be an assembled integral type.

[0077] The foundation 1 is made of cast-in-place concrete. The independent foundation 11 may generally include a pile foundation 111 and a cap 112 .

[0078] Figure 5 yes Figure 2 Upper right partial enlarged image; Figure 6 It is a schematic diagram of the assembly structure of the frame column 21 and the beam 22.

[0079] The rod system 2 adopts an assembled integral structure. In the frame column 21 column grid, the frame corner columns 211 located at the boundary corners of the column grid are cast-in-place concrete, and the rest are prefabricated rectangular rods.

[0080] An axial groove 212 is formed on the connection surface between the frame column 21 and the beam 22, and the two ends of the beam 22 are symmetrically inserted into the axial grooves 212 of the frame columns 21 on both sides to realize the assembly connection between the beam 22 and the frame column 21. The interlayer spacing H of the debris flow three-dimensional grid dam is adjusted by independent pads 25 arranged in the axial grooves 212 and matching the cross-sectional shape of the grooves between the upper and lower adjacent beams 22. According to the design of the interlayer spacing H of different parts of the grid dam, different numbers of independent pads 25 can be arranged in the axial grooves 212 of the corresponding structural net, so as to conveniently realize the layer assembly and layer height adjustment.

[0081] According to the assembly position of the frame column 21, the prefabricated components of the frame column 21 include three structures: four-sided slots, T-shaped slots, and vertical slots. β The thickness of the upper beam 22 is greater than the thickness of the upper beam 22 on the connecting surface. Meanwhile, on the frame column 21 , the width of the axial groove 212 on the upstream surface is smaller than the width of the axial groove 212 on the downstream surface.

[0082] Figure 7 It is a schematic diagram of the assembly design rules of the independent pad 25 part.

[0083] The independent pads 25 include two structures: rigid pads 251 and shock-absorbing pads 252. Between each layer, the rigid pads 251 can be used to adjust the height, or both pads can be used to adjust the height at the same time. Generally, at least one shock-absorbing pad 252 should be arranged in the axial groove 212 between each layer. The rigid pads 251 can be bonded with adhesive. Usually, the rigid pads 251 can use concrete blocks, iron blocks, steel blocks, etc., and the shock-absorbing pads 252 can use damping material blocks (such as solid or inflatable rubber blocks) or dampers.

[0084] In order to simultaneously meet the requirements of stability and shock absorption of the interlayer assembly structure, when two independent pads 25 are used, their assembly design should meet necessary rules. Figure 7 (a) Display rules R1 and R3, Figure 7 (b) Show rule R2. Figure 7 (b) Yes Figure 5 The column grid part of the structure, wherein the dotted arrows indicate the axial grooves 212 opening in the same direction and facing away from each other.

[0085] Figure 8 2 is a schematic diagram of the arrangement structure of the seismic isolation element 223, in which the double arrows indicate the impact direction of the debris flow.

[0086] On the grille βThere are seismic isolation elements 223 at the connection points between the two ends of the back flow surface of the beam 22 and the inner wall of the axial groove 212. By arranging the seismic isolation element 223 at this position, the deformation capacity of the rod system 2 in response to impact can be improved, and the overall stability and safety can be improved. The seismic isolation element 223 is installed to the designed position on the surface of the beam 22 after the production of the prefabricated components of the beam 22 is completed. According to the shape of the beam 22, the seismic isolation element 223 is generally rectangular, and the specific specifications are determined according to the size of the installation space. In this example, the seismic isolation element 223 specifically adopts a building seismic isolation rubber bearing.

[0087] Fig. 9 It is a schematic diagram of the assembly structure of the beam 22 and the column 23.

[0088] The beam 22 is plug-connected with the column 23. A column interface 224 is provided at the connection position of the column 23 of the beam 22, and the two ends of the column 23 are symmetrically inserted into the column interface 224 of the upper and lower beams 22. In this example, the column interface 224 is specifically a plug-in socket, which is a short tube protruding from the outer surface of the beam 22, and the shape of the short tube mouth matches the shape of the end of the column 23. According to the assembly position of the beam 22, the prefabricated components of the beam 22 include three structures: single-sided opening, symmetrical opening, and no opening. During assembly, if the opening of a certain grid 24 needs to be enlarged, it is only necessary to omit the assembly of the column 23 and retain the empty prefabricated column interface 224.

[0089] Fig.10 The grille surface in different positions β Schematic diagram of the grille opening changes.

[0090] By adjusting the spacing between the column interfaces 224 or by adjusting the assembly position of the column 23 on the column interface 224, the opening width of the grid 24 can be adjusted, thereby adjusting the permeability of the grille. Fig.10 (a), (b), (c), and (d) are schematic diagrams of Figure 2 Middle grille surface β 1 to grille surface β 4 grille opening changes.

[0091] Fig.11 is a schematic diagram of the assembly structure of the top cover 31; Fig.12 It is a schematic diagram of the assembly structure of a set of cover-shaped panels 311 and frame columns 21.

[0092] The top 3 of the dam is composed of prefabricated assembled components. The top cover 31 is composed of cover-shaped panels 311. The main body of the cover-shaped panel 311 is the cover plate 3111. The four sides of the bottom surface of the cover plate 3111 are provided with a cap beam 3112 perpendicular to the plane of the cover plate 3111. The cap beam 3112 is inserted into the axial groove 212 of the lower frame column 21 and is in close contact with the top beam 221 or the top surface of the independent pad 25. When the cover-shaped panels 311 are spliced, expansion joints are reserved to prevent the thermal expansion and contraction of the concrete from damaging the structure of the top cover 31. The cover-shaped panel 311 is usually rectangular in size and is designed according to the vertical and horizontal spacing of the column grid at its installation position. The side lengths are generally the spacing between adjacent frame columns 21 in the x-direction and y-direction (i.e., one span in the vertical and horizontal directions).

[0093] Fig.13 It is a schematic diagram of the structure of the monitoring and early warning system. The double arrows in the figure indicate communication connections, and the solid single arrow indicates power supply.

[0094] The monitoring and early warning system 4 includes a data center 41 , which is respectively connected to a monitoring terminal 42 and an alarm unit 43 in communication. The monitoring terminal 42 includes a dam body monitoring terminal 421 and / or an environment monitoring terminal 422 .

[0095] Fig.14 It is a schematic diagram of the installation structure of a fixed inclinometer.

[0096] The dam monitoring terminal 421 monitors the dam body and the periphery. The dam monitoring terminal 421 needs to include an inclinometer 4211. The sensitive element of the inclinometer 4211 is arranged along the axial direction of the frame column 21, focusing on monitoring the inclination displacement of the rod system 2.

[0097] In this example, the inclinometer 4211 is a fixed inclinometer, which is arranged along the axial direction of the frame column 21. The design monitors the first layer of the rod system 2 by arranging fixed inclinometers in the first layer of all frame columns 21 (hereinafter referred to as the frame column monitoring position). To this end, when the frame column 21 components are prefabricated, the inclinometer installation position is preset / reserved in the frame column monitoring position according to the designed monitoring position, and the inclinometer 4211 is installed during assembly construction. For the wired inclinometer 4211, the connecting wire can be connected to the data center 41 according to the comprehensive wiring plan (such as pre-buried wire conduit along the rod system 2).

[0098] The dam monitoring terminal 421 may also include a video monitoring station to monitor the safety of the periphery of the grid dam.

[0099] The environmental monitoring terminal 422 monitors the environment of the grid dam, including a meteorological environment monitoring terminal 4221 and / or a channel environment monitoring terminal 4222. The former monitors changes in meteorological elements, such as rainfall, wind speed, etc., and the latter monitors debris flow and channel elements, such as debris flow velocity, impact force, etc.

[0100] According to the project requirements, the monitoring terminal 42 can select any type of monitoring equipment.

[0101] In this example, the power supply system 5 is a solar power supply system.

[0102] Embodiment 3

[0103] An assembled integral debris flow three-dimensional grid dam is designed. The same points as the second embodiment are not repeated, and the difference is that it also includes an auxiliary facility part.

[0104] Fig.15 It is a schematic diagram of the structure of the debris flow three-dimensional grid dam in Example 3.

[0105] The auxiliary facilities include a step platform 61 at the abutment of the debris flow three-dimensional grid dam. By setting the step platform 61 at the abutment, the convenience of passage at the top 3 of the dam can be improved while the stability of the dam frame structure can be improved. The step platform 61 can be processed into prefabricated components for on-site assembly, or it can be constructed by on-site masonry.

[0106] In this example, the auxiliary facilities section also includes a prefabricated guardrail 62 connected to the top cover 31 .

[0107] Embodiment 4

[0108] Embodiment 3 Construction plan for the debris flow three-dimensional grid dam.

[0109] 1. On-site investigation to obtain basic data

[0110] The basic data of debris flow three-dimensional grid dam construction project are obtained through on-site investigation. The basic data mainly include: topographic data, meteorological and hydrological data, recommended preventive measures, prevention and control engineering survey data, human engineering activities, debris flow disaster data, and other data. According to the basic data, the engineering design objectives and relevant parameters of the grid dam are determined, mainly including: dam height, number of mainstream surface layers of the dam body, width of each layer of the dam body, permeability of the dam body grid surface, and the load combination should consider the deadweight of the dam body, the weight of the silted soil in the dam reservoir, impact force, horizontal side pressure and seismic force.

[0111] 2. Design of debris flow three-dimensional grid dam

[0112] 2.1 Classification of precast components and cast-in-place concrete

[0113] The prefabricated integral structure is a building structure that combines prefabricated components with cast-in-place concrete. Therefore, it is necessary to divide the prefabricated component part and the cast-in-place concrete part in the grid dam. See Table 1 for details.

[0114] Table 1 Classification of assembled integral structures of debris flow three-dimensional grid dam

[0115]

[0116] 2.2 Prefabricated component processing

[0117] Unless otherwise specified, the prefabricated and assembled components listed in Table 1 can be flexibly made of concrete or reinforced concrete according to local material prices and transportation costs. All prefabricated assembly parts are pre-assembled with connectors, fasteners, etc. according to their assembly positions in accordance with the requirements of the normative documents on assembly construction, or the installation positions of connectors and fasteners are reserved.

[0118] The cast-in-place or prefabricated components involved in the integrated wiring plan all have pre-set / reserved component / line installation and layout positions during the casting or prefabrication process.

[0119] The specification design of each component shall be carried out in accordance with relevant normative regulations, technical manuals, etc., and shall include the following key points.

[0120] (1) Cap beam 3112 is a bending member, and its cross-sectional specifications are designed according to the bending member.

[0121] (2) Connection surface group α The beam 22 is mainly subjected to axial force, and the cross-sectional specifications are designed according to the axial load-bearing component.

[0122] 3. Main on-site construction steps

[0123] Step 1: Casting pile foundation 111

[0124] Level the site, measure and lay out, determine the layout of the foundation 1, including the position of the independent foundation 11 and the position of the pile foundation 111. Drill and clean the holes, and pour the pile foundation 111 concrete.

[0125] Step 2: Foundation construction

[0126] After the concrete of pile foundation 111 hardens, dig the foundation pit, remove the concrete at the pile head, and lay a concrete cushion layer of designed thickness at the bottom of the foundation pit.

[0127] Step 3: Casting frame corner column 211

[0128] At the frame corner column 211 position, cast the independent foundation 11 and the frame corner column 211 on it, and install the inclinometer 4211 during the casting process of the frame corner column 211. Specifically: tie the cap steel bars on the pile foundation 111 at each frame corner column 211 position, anchor the pile head steel bars, hoist the frame corner column 211 steel bars, and anchor them with the cap steel bars, cast the cap 112 with the formwork, and perform standardized maintenance until the concrete of the cap 112 reaches 90% of the design strength. Roughen the connection surface of the frame corner column 211 with the cap 112, support the frame corner column 211 with the formwork and reserve the installation position of the inclinometer 4211, cast the frame corner column 211 with the one-time continuous casting method, install the inclinometer 4211, and perform standardized maintenance.

[0129] Step 4: Assemble the remaining frame columns 21 in the column grid

[0130] Cast independent foundations 11 at the locations of the remaining frame columns 21, assemble frame columns 21, and backfill the foundation pit. Specifically, tie the cap steel bars on the pile foundations 111 at the locations of the remaining frame columns 21, anchor the pile head steel bars, hoist the remaining prefabricated rectangular rods of the frame columns 21, complete the anchoring of the bottom steel bars of each prefabricated rectangular rod with the cap steel bars at the corresponding positions, support the formwork and cast the cap 112, and backfill the foundation pit when the concrete strength of the cap 112 reaches the strength requirement.

[0131] Step 5: Assemble the main body of the rod system 2

[0132] First, assemble the first grille surface β 1: Construction from the middle to both sides, hoisting the grille surface β The bottom beam 222 of the middle span is placed in the axial grooves 212 on both sides. The bottom surface of the bottom beam 222 is in close contact with the top surface of the pedestal 112. The independent pads 25 are filled into the axial grooves 212 to the designed layer spacing H. The second layer beam 22 is hoisted into the axial grooves 212 on both sides. Continue to assemble upward to the straight top layer beam 221. For the layer designed with columns 23, the columns 23 are plugged into the corresponding column interfaces 224 during the assembly process of each layer to complete the middle span assembly. The same method is used to assemble the middle span and the two side spans to complete the first grid surface. β 1Assembly.

[0133] Next, assemble the first joint face group α 1: Construction from the middle to both sides, first assemble the connection surface of the middle span, then assemble the connection surface of the two spans. The assembly method is the same as that of the grille surface. β 1Similar.

[0134] Finally, continue assembling the remaining grille surfaces β With connection group α Until the assembly of the rod system 2 is completed.

[0135] Step 6: Assemble the top cover 31

[0136] Lift the cover-shaped panel 311 to the construction site, position the cover beams 3112 on the four sides of the bottom surface of the cover plate 3111, insert them into the axial grooves 212 of the four frame columns 21, and connect them closely with the top beam 221 or the independent pad 25 below, and tighten the four frame columns 21 in the vertical and horizontal span through the plane of the cover plate 3111; splice all the cover-shaped panels 311, and reserve expansion joints between adjacent cover-shaped panels 311.

[0137] In this example, the assembly process of the top cover 31 is as follows: α The top cover plate 311 is pushed along the x direction as the general assembly direction, and at each connecting surface group α When assembling the top, start from the middle and spread out to both sides. α 1 Top cover plate 311, connecting surface group α2 Top cover plate 311 ... connection surface group α n The top cover plate 311 is assembled in sequence; α When assembling the top cover-shaped plate 311, the middle cover-shaped plate 311 is assembled first, and then the adjacent cover-shaped plates 311 on the left and right sides are assembled symmetrically.

[0138] Step 7: Construction of auxiliary facilities

[0139] The hoisting guardrail 62 is connected and fixed to the top cover 31 by on-site casting; the terrace 61 is built on-site with block stone mortar using local materials at the shoulders on both sides of the back flow surface of the dam body.

[0140] Step 8: Install monitoring and early warning system 4

[0141] The data center 41 , the monitoring terminal 42 , and the alarm unit 43 are installed, including connecting the connecting wire of the inclinometer 4211 to the data center 41 along the wire threading pipe pre-buried in the rod system 2 .

[0142] Step 9: Install the power supply system 5

[0143] Install the solar power supply system and connect the circuits of electrical equipment.

Claims

1. Debris flow three-dimensional grid dam, characterized by: It is a reinforced concrete multi-layer multi-span frame structure, and is designed as a multi-span frame in both the along-channel direction x and the across-channel direction y. The debris flow three-dimensional grid dam includes a foundation part (1) from bottom to top, a rod system (2), a dam top (3), a monitoring and early warning system (4), and a power supply system (5); It is an assembled integral structure; the foundation part (1) is cast-in-place concrete, and the rod system (2) is an assembled integral structure; The foundation part (1) comprises independent foundations (11) arranged in a grid; The rod system (2) is composed of frame columns (21) and beams (22) connected vertically and horizontally. The frame columns (21) are arranged on an independent foundation (11) to form a column grid. The beam-column structural surface in the y direction is a grid surface. β ; At least one grille surface β The columns (23) between the beams (22) divide the interlayer area longitudinally to form grids (24); in the x direction, each grid surface β The grille's transmittance is larger at the front and smaller at the back; In the column grid of the frame columns (21), the frame corner columns (211) located at the boundary corners of the column grid are cast-in-place concrete, and the rest are prefabricated rectangular rods; an axial groove (212) is formed on the connection surface between the frame column (21) and the beam (22), and the two ends of the beam (22) are symmetrically inserted into the axial grooves (212) of the frame columns (21) on both sides; the upper and lower adjacent beams (22) in the axial groove (212) are connected by a single piece arranged in the axial groove (212) and matching the cross-sectional shape of the groove. The stand pad (25) adjusts the interlayer spacing H of the debris flow three-dimensional grid dam. The independent pad (25) is a rigid pad (251), or a rigid pad (251) and a shock-absorbing pad (252). The connection surface or connection seam between the shock-absorbing pad (252) and the beam (22) or the rigid pad (251) is treated to prevent water and stain penetration. The beam (22) is plugged into the stand column (23), and the stand column (23) is inserted into the stand column interface (224) of the beam (22). The dam top (3) comprises a top cover (31), which covers the top of the column grid and connects and tightens the rod system (2); The monitoring and early warning system (4) comprises a data center (41), the data center (41) is communicatively connected to a monitoring terminal (42), and the monitoring terminal (42) comprises a dam body monitoring terminal (421) and / or an environment monitoring terminal (422); The power supply system (5) supplies power to electrical equipment of the debris flow three-dimensional grid dam.

2. The debris flow three-dimensional grid dam according to claim 1, characterized in that: The environmental monitoring terminal (422) comprises a meteorological environment monitoring terminal (4221) and / or a channel environment monitoring terminal (4222); the monitoring and early warning system (4) further comprises an alarm unit (43) communicatively connected to the data center (41).

3. The debris flow three-dimensional grid dam according to claim 1, characterized in that: The grille surface β Seismic isolation elements (223) are provided at the connection points between the two ends of the back-flow surface of the beam (22) and the inner wall of the axial groove (212); on the frame column (21), the width of the axial groove (212) on the front-flow surface is smaller than the width of the axial groove (212) on the downstream surface.

4. The debris flow three-dimensional grid dam according to claim 1, characterized in that: The dam body monitoring terminal (421) comprises an inclinometer (4211), wherein a sensitive element of the inclinometer (4211) is arranged axially along the frame column (21).

5. The debris flow three-dimensional grid dam according to any one of claims 1 to 4, characterized in that: It also includes an auxiliary facility section, which includes a step platform (61) at the shoulder position of the debris flow three-dimensional grid dam.

6. The debris flow three-dimensional grid dam according to claim 1, characterized in that: The assembly design of the independent pad (25) satisfies the following rules: Rule R1: The independent spacers (25) arranged in the left and right axial grooves (212) between the upper and lower adjacent beams (22) are of the same type and arranged symmetrically; Rule R2: On any frame column (21), the independent spacers (25) arranged in the axial grooves (212) facing away from the opening in the same direction are of the same type and arranged symmetrically; Rule R3: Between upper and lower adjacent beams (22), the shock-absorbing pad (252) is arranged at a position adjacent to the beam (22); Rule R4: Between the upper and lower adjacent beams (22), the ratio of the total thickness of the rigid pad (251) and the shock-absorbing pad (252) is not greater than 3 / 1; Rule R5: The ratio of the height h of the independent pad (25) to the interlayer distance H is determined based on the structural stability and shock absorption performance analysis.

7. The debris flow three-dimensional grid dam according to claim 1, characterized in that: The column interface (224) is a plug-in socket, and the plug-in socket is a short tube protruding from the outer surface of the beam (22), and the shape of the short tube mouth matches the shape of the end of the column (23).

8. The debris flow three-dimensional grid dam according to claim 1, characterized in that: The dam top (3) is composed of prefabricated assembled components; The top cover (31) is composed of cover-shaped plate members (311) spliced ​​together. The main body of the cover-shaped plate member (311) is a cover plate (3111). The four sides of the bottom surface of the cover plate (3111) are provided with cover beams (3112) perpendicular to the plane of the cover plate (3111). The cover beam (3112) is inserted into the axial groove (212) of the frame column (21) below and is closely connected to the top beam (221) or the independent pad (25).

9. The construction method of the debris flow three-dimensional grid dam according to claim 8, characterized in that: Follow the steps below: Step S100, obtaining basic data of debris flow three-dimensional grid dam construction project through on-site investigation, and determining engineering design objectives and grid dam related parameters according to the basic data; Step S200, divide the prefabricated components and the cast-in-place concrete parts, and process the prefabricated components; the cross-sectional specifications of the cap beam (3112) are designed according to the bending member, and the connecting surface group α The cross-sectional specifications of the beam (22) are designed as axially loaded components; Step S300: On-site construction Step S310, leveling the site, measuring and laying out, determining the layout of the foundation part (1), drilling and cleaning holes, and pouring concrete for the pile foundation (111); Step S320, wait for the concrete of the pile foundation (111) to harden, excavate the foundation pit, remove the concrete at the pile head, and lay a concrete cushion layer of designed thickness at the bottom of the foundation pit; Step S330, supporting the formwork and casting the independent foundation (11) and the frame corner column (211) thereon at the position of the frame corner column (211), and installing the inclinometer (4211) during the casting process of the frame corner column (211); Step S340, pouring independent foundations (11) at the locations of the remaining frame columns (21), assembling the frame columns (21), and backfilling the foundation pit; Step S350: Assemble the rod system (2) main body Step S351: Assemble the first grille surface β 1: Construction from the middle to both sides, hoisting the grille surface β 1. The bottom beam (222) of the middle span is placed in the axial grooves (212) on both sides. The bottom surface of the bottom beam (222) is in close contact with the top surface of the pedestal (112). The independent pads (25) are filled into the axial grooves (212) to the designed layer spacing H. The second layer beam (22) is hoisted into the axial grooves (212) on both sides. The assembly is continued upward until the top layer beam (221). For the layer designed with columns (23), the columns (23) are plugged into the corresponding column interfaces (224) during the assembly process of each layer to complete the middle span assembly. The same method is used to continue the assembly of the spans on both sides of the middle span to complete the first grid surface. β 1Assembly; Step S352: Assemble the first connection face group α 1: Construction from the middle to both sides, first assemble the connection surface of the middle span, then assemble the connection surface of the two spans. The assembly method is the same as that of the grille surface. β 1 similar; Step S353: Continue to assemble the remaining grille surfaces β With connection group α Until the rod system (2) is assembled; Step S360, top cover (31) assembly: hoist the cover-shaped plate (311) to the construction site, position the cap beams (3112) on the four sides of the bottom surface of the cover plate (3111) and insert them into the axial grooves (212) of the four frame columns (21) and closely connect them with the top beams (221) or independent pads (25) below, and tighten the four frame columns (21) in the vertical and horizontal span through the plane of the cover plate (3111); splice all the cover-shaped plates (311), and retain expansion joints between adjacent cover-shaped plates (311); Step S370, construction of auxiliary facilities: using local materials to build terraces on site with block stone mortar at the shoulders on both sides of the back flow surface of the dam body (61); Step S380, installing various parts of the monitoring and early warning system (4); Step S390: Install the power supply system (5) and connect the circuits of the electrical equipment.

10. The construction method according to claim 9, characterized in that: In step S360, the assembly sequence of the cover plate (311) is as follows: α The top cover plate (311) is pushed along the x direction as the general assembly direction, and at each connecting surface group α During the top assembly, it is unfolded from the middle position to both sides; in the step S370, the construction of the auxiliary facilities part also includes the on-site pouring and fixing of the hoisting guardrail (62) and the top cover (31).

11. The construction method according to claim 9, characterized in that: The assembly design of the independent pad (25) satisfies the following rules: Rule R1: The independent spacers (25) arranged in the left and right axial grooves (212) between the upper and lower adjacent beams (22) are of the same type and arranged symmetrically; Rule R2: On any frame column (21), the independent spacers (25) arranged in the axial grooves (212) facing away from the opening in the same direction are of the same type and arranged symmetrically; Rule R3: Between upper and lower adjacent beams (22), the shock-absorbing pad (252) is arranged at a position adjacent to the beam (22); Rule R4: Between the upper and lower adjacent beams (22), the ratio of the total thickness of the rigid pad (251) and the shock-absorbing pad (252) is not greater than 3 / 1; Rule R5: The ratio of the height h of the independent pad (25) to the interlayer distance H is determined based on the structural stability and shock absorption performance analysis.

12. The construction method according to claim 9, characterized in that: The column interface (224) is a plug-in socket, and the plug-in socket is a short tube protruding from the outer surface of the beam (22), and the shape of the short tube mouth matches the shape of the end of the column (23).

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