A device and installation method for solving high-position remote geological disasters

Abstract

The application provides a device and installation method for solving high-position remote geological disasters, wherein the device comprises a plurality of pile group units, each of which comprises one main support rod, three horizontal support rods, three inclined support rods and three horizontal connecting rods. The main support rod is embedded in the underground drilling hole, and the exposed part on the ground is a cantilever section. Three equal-length horizontal support rods form an equilateral triangle at the bottom of a regular tetrahedron, and three equal-length inclined support rods are fixed at one end of the main support rod to form the apex of the regular tetrahedron, and the other end is respectively connected and fixed with the three corner points at the bottom. One end of the three horizontal connecting rods is respectively connected with the three corners at the bottom of the regular tetrahedron, and the other end is fixed on the main support rod. The application has the advantages of standardized components, mechanized construction and ecological process, solves the problems of high potential energy, high-speed impact and difficult prevention and control of the existing high-position remote geological disasters, and provides a new technical method for the prevention and control of high-position remote geological disasters.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of geological disaster prevention and water conservancy engineering, and particularly relates to a device for solving high-altitude long-range geological disasters and a mounting method. BACKGROUND

[0002] Traditional technologies have poor prevention effect or great difficulty in implementation for high-altitude long-range geological disasters. For example, the source of high-altitude long-range geological disasters is often located in a higher area or a location with extremely inconvenient traffic. The existing prevention means often needs a large amount of manpower to transport equipment, and the construction period is calculated in months, which brings great difficulty to the implementation of the prevention project and the implementation cost is also very high. Due to the characteristics of high-altitude long-range geological disasters such as high potential energy, high speed and severe impact, during the movement of the high-altitude sheared geological disaster body along the movement path to the low position, the high potential energy is gradually converted into high kinetic energy, the movement speed gradually increases, and the material wrapped along the way also gradually increases, further generating greater impact force. Traditional prevention technologies are difficult to play a role, or are prone to "collapse at a touch" engineering failure phenomenon. High-altitude long-range geological disasters are prone to under-cutting phenomenon during movement, leading to continuous increase of the scale of geological disasters, showing amplification effect of scale, energy level and speed, or disaster type conversion occurs during movement, forming debris flow. The changes in the movement process of high-altitude long-range geological disasters make the prevention engineering lose some aspects, bringing greater difficulty to the prevention work.

[0003] As described above, the pile group technology is widely used in conventional geological disaster prevention. According to the embedding condition, it is divided into cantilever pile, embedded pile and sunken pile, etc. According to the construction method, it is divided into excavated pile and drilled pile, etc. The ordinary anti-slide pile in the landslide is a direct contact type stress structure, which can effectively play a blocking role and cannot play a role in energy dissipation and speed reduction. In the prevention of debris flow, the form of cantilever pile forest dam is often used for prevention, but this structure is generally a collection of several piles and has no composite structure. Adjacent piles are not connected, which can play a role in energy dissipation, flow distribution and speed reduction to some extent, but this structure is prone to bending, breaking and pulling out when encountering large energy level or large amount of geological disaster body.

[0004] In summary, the traditional pile group technology can effectively play a role in the prevention of conventional geological disasters such as landslide and debris flow, but it is difficult to effectively play a role in energy dissipation, speed reduction and blocking for high-altitude long-range geological disasters with high speed, high potential energy and severe impact, and ensure the reliability of the structure itself. SUMMARY

[0005] The present application aims at solving the defects of the prior art, and provides a device and installation method for solving high-position remote geological disasters. Based on the characteristics of high potential energy, high speed and severe impact of high-position remote geological disasters, the present application can play the effect of energy dissipation, speed reduction and blocking during the movement of high-position remote geological disasters, and make up for the technical defects and deficiencies of the prior art in energy dissipation and speed reduction.

[0006] The present application adopts the following technical solutions:

[0007] A device for solving high-position remote geological disasters comprises a plurality of pile group units, wherein each pile group unit comprises one main support rod, three horizontal support rods, three inclined support rods and three horizontal connecting rods.

[0008] The main support rod is partially embedded in a ground borehole and partially exposed to the ground. The embedded part is an embedded section, and the exposed part is a cantilever section. The three equal-length horizontal support rods form an equilateral triangle at the bottom of a regular tetrahedron, the three equal-length inclined support rods are fixed at the top end of the main support rod and combine to form the vertex of the regular tetrahedron, and the other ends of the three equal-length inclined support rods are respectively connected and fixed to the three corners of the equilateral triangle at the bottom of the regular tetrahedron. The three equal-length horizontal connecting rods are respectively connected to the three corners of the equilateral triangle at the bottom of the regular tetrahedron at one end, and the other ends of the three equal-length horizontal connecting rods are fixed to the main support rod, and the fixed points are the center points of the equilateral triangle at the bottom of the regular tetrahedron.

[0009] The main support rod is a steel-concrete composite structure pile filled with mortar inside, and the horizontal support rods, the inclined support rods and the horizontal connecting rods are all seamless steel pipe components. Both ends of the horizontal support rods are bevel ends with a slope of 60°. Both ends of the inclined support rods are bevel ends, one end connected to the vertex of the regular tetrahedron has a slope of 60°, and the other end connected to the corner of the equilateral triangle at the bottom of the regular tetrahedron has a slope of 70°. The end of the horizontal connecting rod fixed to the main support rod is an arc-shaped end, and the other end connected to the equilateral triangle at the bottom of the regular tetrahedron is a bevel end with a slope of 60°.

[0010] Further, adjacent pile group units in each row are connected by a pin shaft, allowing the pile group units in adjacent two rows to move relatively.

[0011] In a further embodiment, the plurality of pile group units are arranged in a row-column manner, and the pile group units in adjacent rows are arranged in a staggered manner, i.e., one corner of the equilateral triangle at the bottom of the regular tetrahedron of the pile group unit in the rear row is adjacent to the two corners of the equilateral triangles at the bottom of the two regular tetrahedrons of the pile group units in the front row, and the pile group units in adjacent two rows are not fixedly connected.

[0012] Further, the uplift resistance calculation of the pile group unit adopts the following formula: ;

[0013] wherein, - design value of uplift bearing capacity of pile group unit, kN; - pulling force of geological disaster body moving to this place, KN; the design value of uplift bearing capacity of pile group unit The following formula is used: ;

[0014] wherein, - standard value of ultimate uplift bearing capacity of pile group unit, KN, the standard value of ultimate uplift bearing capacity of pile group unit Calculated according to the parameters of the soil or rock layer around the pile group unit. - uplift partial coefficient, take 1.6-2.0, take large value for important projects. - vertical component of landslide thrust, KN, wherein is the landslide thrust, KN, is the terrain slope.

[0015] In the soil layer, the standard value of ultimate uplift bearing capacity of pile group unit The following formula is used: ;

[0016] wherein, - uplift coefficient of the i-th layer of soil, the value range is 0.5-1, the better the soil cohesion, the larger the value; - standard value of ultimate side resistance of the i-th layer of soil, kPa; - circumference of the main support rod in the pile group unit, m; - thickness of the i-th layer of soil, m; - effective dead weight of the pile group unit excluding buoyancy, kN.

[0017] In the rock layer, the standard value of ultimate uplift bearing capacity of pile group unit The following formula is used: ;

[0018] wherein, - outer diameter of the main support rod, m; - length of the embedded section of the main support rod, m; - bond strength of the rock and the main support rod, kPa; - dead weight of the embedded section of the main support rod, kN.

[0019] Further, the length of the embedded section of the main support rod should be the larger value between 1 / 3 of the length of the main support rod and the calculated value of the length of the embedded section of the main support rod wherein, calculated using the following formula: ;

[0020] In the formula: - the calculated value of the length of the embedded section of the main support rod, m; - the outer diameter of the main support rod, m; - the characteristic value of the frictional resistance of the embedded section of the main support rod, kPa; - the unit weight of the rock-soil mass, kN / m 3 ; - the cross-sectional area of the main support rod, m 2 .

[0021] Further, the outer diameter of the main support rod is , the outer diameter of the inclined support rod is , the outer diameter of the horizontal support rod is , and the outer diameter of the horizontal connecting rod is , and the relationship between them is: = 0.8 , .

[0022] Further, the outer diameter of the main support rod is in the range of 200-500 mm, the outer diameter of the inclined support rod and the outer diameter of the horizontal support rod are in the range of 160-400 mm, and the outer diameter of the horizontal connecting rod is in the range of 120-300 mm.

[0023] Further, the length of the main support rod is set and adjusted according to the pulling force of the geological disaster body moving to this position, and the length-diameter ratio is in the range of 60-80:1, is the length of the main support rod, is the outer diameter of the main support rod.

[0024] The application also provides a mounting method for the device for solving high-position remote geological disasters, comprising the following steps:

[0025] Step 1. Determine the key position of potential energy conversion into kinetic energy according to the nature and characteristics of high-position remote geological disasters.

[0026] Step 2. Determine the layout position, the structural parameters of each pile group unit, the number of pile group units, and the arrangement form.

[0027] Step 3. Drill holes at the points where the main support rods are arranged, and place the main support rods that have been previously filled with mortar into the holes.

[0028] ​Step 4. Assemble the components into pile group units, and connect each row of adjacent pile group units with a pin shaft.

[0029] Advantages of the present application:

[0030] The pile group unit of the present application is a regular tetrahedron structure, which can not only ensure the stability of the structure itself, but also can face the geological disaster body coming from high position movement with sharp end, and divide it, so as to divide the whole movement geological disaster body into several strands of braid flow plastic body, and through 2-4 rows of pile group units, 15% of energy can be dissipated, the speed can be reduced by 20%, and the mass of the blocked object is about 10%.

[0031] The present application can prevent and control high-altitude long-range geological disasters, especially the moving high-altitude long-range geological disasters, and when the movement reaches the position arranged by the present application, the geological disaster body can be effectively dissipated, slowed down and blocked. When the present application is arranged at multiple places, the comprehensive prevention and control of the geological disaster body can be more effectively realized in a gradient energy dissipation, step-by-step speed reduction and batch blocking.

[0032] In the present application, the main support rod is the core component, which increases its self-weight and strength by pre-filling or site filling of mortar, so as to improve its uplift resistance. The regular tetrahedron upper structure composed of inclined struts and horizontal struts can not only increase the self-weight of the structure, but also cut the geological disaster moving upstream, so as to dissipate energy and slow down the speed, and block part of the material. In the case of multiple levels, the purpose of maximum energy dissipation and speed reduction can be achieved.

[0033] Since the main support rod of the pile group unit is a bored pile, the construction mainly relies on mechanical operation, which can better avoid disturbance to the terrain and environment, and can also better solve the problem of transportation and construction inconvenience in the high-altitude long-range geological disaster source area and movement area in the mountainous area. BRIEF DESCRIPTION OF DRAWINGS

[0034] Figure 1 It is a top view of the pile group unit of the present application;

[0035] Figure 2 It is a side view of the pile group unit of the present application;

[0036] Figure 3 It is a top view of the combination of multiple pile group units of the present application;

[0037] Figure 4 It is a side view of the combination of multiple pile group units of the present application;

[0038] Figure 5 It is a three-dimensional schematic view of the pile group unit of the present application;

[0039] Figure 6 It is a three-dimensional schematic view of the present application;

[0040] Figure 7 Figure 1 is a schematic diagram of the adjacent pile group unit of the present application.

[0041] Figure 1 is a schematic diagram of the adjacent pile group unit of the present application. DETAILED DESCRIPTION

[0042] In order to make the purpose, technical scheme and advantages of the present application clearer, the technical scheme in the present application is described clearly and completely below. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of protection of the present application.

[0043] EMBODIMENT

[0044] Taking the mountain landslide disaster control in a certain place as an example, the energy dissipation, speed reduction and blocking control of the landslide movement process are implemented. The overall terrain in the certain place belongs to mountainous terrain with high mountains and steep slopes, and various geological disasters are quite active. In recent years, long-range geological disasters have also occurred on the plateau. Such geological disasters have a certain concealment, and the threat and loss caused are also quite large. The landslide topography in the certain place belongs to tectonic erosion and denudation medium mountain landscape. The terrain generally presents northwest high and southeast low. The elevation of the landslide rear edge is 2050m, the elevation of the front edge is 1100m, the relative height difference is 950m, nearly 1000m, the distance between the landslide source area and the accumulation area is about 600m, the slope direction is 17°, and the average slope is about 30°.

[0045] On July 23, 2019, after 3-4 days of heavy rainfall, a large amount of rainwater penetrated into the slope along the rock mass crack structure surface, causing the landslide to occur and accelerate the instability and damage. The landslide source area of the landslide is 70x10 4 m 3 After the instability of the sliding body, 50x10 4 m 3 The sliding body is cut out along the high position of the slope surface, and the remaining 20x10 4 m 3 The sliding body is left in the sliding source area. The main lithology of the sliding body is Permian Emei Mountain basalt, and the rock mass structure is very broken, mainly structural fissure and columnar joint superimposed basalt, showing a broken-inlaid structure. Under the condition of subsequent rainfall, the 200,000 square meters of sliding body left in the sliding source area is prone to instability and damage again, which seriously threatens the safety of residents 600m or even farther away.

[0046] As Figures 1-7 shown, according to the disaster gestation conditions and the structure of the residual sliding body of the landslide in a certain place, and based on the current exploration design specification, combined with the terrain in the movement channel, a device for solving high-range geological disasters is designed to dissipate energy, reduce speed and block the sliding body.

[0047] Specific structure: the ground drilling diameter for installing the main support rod 1 is 225mm, the outer diameter of the main support rod 1 is 200mm, the wall thickness is 6mm, and the length is 12m, wherein the cantilever section is 6m, and the buried section is 6m.

[0048] The outer diameter of the horizontal support rod 2 is 168mm, the wall thickness is 5mm, the length is 6.12m, and the two ends of the horizontal support rod 2 are both bevel ends, and the slope is 60°, and the length of the bevel end is 19.5cm.

[0049] The outer diameter of the inclined support rod 3 is 168mm, the wall thickness is 5mm, the length is 6.12m, and the two ends of the inclined support rod 3 are both bevel ends, and the slope of the end connected with the horizontal support rod 2 is 70°, the length of the bevel end is 18cm, and the slope of the other end bevel end is 60°, and the length of the bevel end is 19.5cm.

[0050] The outer diameter of the horizontal connecting rod 4 is 121mm, the wall thickness is 4mm, the length is 2.04m, and the three horizontal connecting rods 4 are fixed on one end of the main support rod 1, which is an arc-shaped end, the arc of the arc-shaped end is 36° or 0.2π radians, and the corresponding arc length is 25cm, and the other end is a three-sided bevel end, the slope is 60°, and the length of the bevel end is 14cm.

[0051] The horizontal support rod 2, the inclined support rod 3 and the horizontal connecting rod 4 are all seamless steel pipe components, the main support rod 1 is filled with M30 mortar, and the on-site pouring or pre-pouring meets the requirements, and the connection of the components is fixedly connected through welding.

[0052] Three places of the application are arranged between the sliding source area and the accumulation area, the first place is located below the sliding source area about 100m, the second place is located in the middle area about 300m from the sliding source area, and the third place is located above the accumulation area about 100m.

[0053] Among them, the first place is arranged with three rows, the first row has 20 pile group units, the second row has 19 pile group units, and the third row has 20 pile group units. The second place is arranged with two rows, the first row has 25 pile group units, and the second row has 26 pile group units. The third place is arranged with four rows, the first row has 30 pile group units, the second row has 29 pile group units, the third row has 30 pile group units, and the fourth row has 29 pile group units. Adjacent rows are not connected, adjacent pile group units in each row are connected by a pin shaft 5, and relative movement of adjacent two rows of pile group units is allowed.

[0054] The application is arranged on the movement path of high-position remote geological disasters, when the high-position geological disaster body moves to the structure of the application, due to the overall synergy of the application, the energy and speed of the upstream rock-soil body can be effectively reduced, and through the segmented arrangement of the application at multiple places, the comprehensive prevention and control effect of gradient energy dissipation, step-by-step speed reduction and batch blocking is achieved.

[0055] The application has the advantages of mature design, simple calculation, mainly mechanical construction, high practical value and economic value for high mountain area with inconvenient traffic, high potential energy, high speed, high impact, and difficult prevention and treatment construction of high remote geological disasters, and can be widely applied to the treatment of various types of high remote geological disasters, and solves the problems of difficult energy dissipation and speed reduction of high remote geological disasters.

[0056] Finally, it should be noted that: the above examples are only used to illustrate the technical solutions of the present application, but not to limit them; although the present application has been described in detail with reference to the foregoing examples, those skilled in the art should understand that: it can still modify the technical solutions recorded in the foregoing examples, or make equivalent replacement for part of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present application.

Claims

1. A device for addressing high-altitude, remote geological disasters, characterized in that... The system comprises several pile group units, each including one main support rod, three horizontal struts, three diagonal struts, and three horizontal connecting rods. A portion of the main support rod is embedded in an underground borehole, while the other portion protrudes above ground; the embedded portion is called the embedded section, and the protruding portion is called the cantilever section. The three equal-length horizontal struts form an equilateral triangle at the base of a regular tetrahedron. One end of each of the three equal-length diagonal struts is fixed to the top of the main support rod, converging to form the vertex of the regular tetrahedron. The other ends of the three equal-length diagonal struts are respectively connected and fixed to the three corners of the equilateral triangle at the base of the regular tetrahedron. One end of each of the three equal-length horizontal connecting rods is connected to the three corners of the equilateral triangle at the base of the regular tetrahedron, and the other ends of the three equal-length horizontal connecting rods are all fixed to the main support rod at the center point of the equilateral triangle at the base of the regular tetrahedron.

2. The apparatus according to claim 1, characterized in that, The main support rod is a steel-concrete composite structure pile with internal mortar filling. The horizontal struts, the diagonal struts, and the horizontal connecting rods are all seamless steel pipe components. Both ends of the horizontal struts are beveled at 60°. Both ends of the diagonal struts are also beveled. The end connecting to the vertex of the regular tetrahedron has a slope of 60°, and the other end connecting to the equilateral triangle at the bottom of the regular tetrahedron has a slope of 70°. The end of the horizontal connecting rod fixed to the main support rod is an arc-shaped end, and the other end connecting to the equilateral triangle at the bottom of the regular tetrahedron is a beveled end with a slope of 60°.

3. The apparatus according to claim 1, characterized in that, Each row of adjacent pile units is connected by a pin, allowing relative movement between adjacent rows of pile units.

4. The apparatus according to claim 1, characterized in that, Multiple pile groups are arranged in a row-column manner, with adjacent rows of pile groups arranged in a staggered manner, and there is no fixed connection between adjacent rows.

5. The apparatus according to claim 1, characterized in that, The following formula is used to verify the pull-out force of the pile group unit: In the formula, -Design value of pull-out bearing capacity of pile group unit, kN; - The pull-out force (kN) of the geological hazard body moving to this location; the design value of the pull-out bearing capacity of the pile group unit. Use the following formula: In the formula, - Standard value of ultimate tensile bearing capacity of pile group unit, kN, wherein the standard value of ultimate tensile bearing capacity of pile group unit Calculated based on the soil or rock strata parameters surrounding the pile group unit. - Partial factor for pull-out resistance, taken as 1.6-2.

0. - Vertical component of landslide thrust, kN ,in For landslide thrust, kN, The slope of the terrain; In the soil layer, the standard value of the ultimate tensile bearing capacity of the pile group unit. Use the following formula: In the formula, - Pull-out coefficient of the i-th soil layer; - Standard value of ultimate lateral resistance of the i-th soil layer, kPa; - The circumference of the main support rod, in meters; -Thickness of the i-th soil layer, in meters; - The effective self-weight of the pile group unit after deducting buoyancy; In the rock strata, the standard value of the ultimate pull-out bearing capacity of the pile group unit Use the following formula: In the formula: -Outer diameter of the main support rod, in meters; - Length of the embedded section of the main support rod, in meters; - Bond strength between soil / rock and main support rod, kPa; -The self-weight of the embedded section of the main support rod, kN.

6. The apparatus according to claim 5, characterized in that, The length of the embedded section of the main support rod It should be 1 / 3 the length of the main support rod. Calculated value of the embedded section length of the main support rod The larger of the two values, where, Calculate using the following formula: In the formula: - Calculated length of the embedded section of the main support rod, in meters; -Outer diameter of the main support rod, in meters; -Characteristic value of frictional resistance of the embedded section of the main support rod, kPa; -Soil and rock unit weight, kN / m 3 ; - Cross-sectional area of ​​the main support rod, in meters 2 .

7. The apparatus according to claim 5, characterized in that, The outer diameter of the main support rod is The outer diameter of the diagonal brace is The outer diameter of the horizontal strut is The outer diameter of the horizontal connecting rod is The relationship between them is as follows: = =0.8 , .

8. The apparatus according to claim 7, characterized in that, The outer diameter of the main support rod The value is 200-500mm, and the outer diameter of the diagonal brace is... and the outer diameter of the horizontal strut The values ​​are all between 160-400mm, and the outer diameter of the horizontal connecting rod is... The value ranges from 120 to 300 mm.

9. The apparatus according to claim 5, characterized in that, Length of main support rod Based on the pull-out force exerted by the geological hazard body that moved to this location. The aspect ratio needs to be set and adjusted. The value is 60-80:

1. - Length of the main support rod -Outer diameter of the main support rod.

10. A method for installing the device for resolving high-altitude, remote geological disasters as described in any one of claims 1-9, characterized in that, include: Step 1. Determine the key locations for converting potential energy into kinetic energy based on the nature and characteristics of high-altitude, remote geological disasters; Step 2. Determine the layout location and structural parameters of each pile group unit, the number of pile group units, and the layout form; Step 3. Drill holes at the locations where the main support rods are to be placed, and put the main support rods that have been pre-filled with mortar into the drill holes; Step 4. Assemble the components into pile group units and connect adjacent pile group units in each row with pins.

Images