Hanging basket type sliding platform for anchoring construction of dangerous rock mass at steep cliff and mounting method of hanging basket type sliding platform

Abstract

The invention discloses a hanging basket type sliding platform for anchoring construction of a dangerous rock body at a steep cliff and a mounting method of the hanging basket type sliding platform. The sliding platform comprises a hanging basket device, a lifting workbench and a lifting cable system. The hanging basket device comprises a bottom plate, a side face guardrail, an anti-smashing sliding way, a telescopic supporting sliding device, a separable anchor supporting leg, a damping device and a power failure sensor. The lifting cable system comprises a winch, a cable and an anti-shearing anchor pile; the hanging basket device is hung on a free face through the lifting cable system, the lifting cable system is fixed to the ground through an anti-shear anchor pile, the lifting workbench is installed in the hanging basket device and used for providing a workbench moving up and down, and the telescopic supporting sliding device is used for enabling the hanging basket device to slide on a rock wall. The separable anchor supporting leg is used for connecting or separating the hanging basket device and a rock wall. The hanging basket device can be separated from the rock mass in time, damage to the working platform when the dangerous rock mass collapses and destabilizes is relieved, and the working platform is provided for reinforcing construction of the cliff dangerous rock mass with the high free face.

Description

Technical Field

[0001] The invention relates to the technical field of anchoring protection of dangerous rock masses, and in particular to a hanging basket type sliding platform for anchoring construction of dangerous rock masses on steep cliffs and an installation method thereof, which is suitable for steep wall construction operations with a relatively high free surface. Background Art

[0002] Large-scale dangerous rock collapse is one of the main geological disasters in canyon areas. As a global geological disaster, it has the characteristics of suddenness, rapidity, and strong disaster-causing. Due to weathering and erosion and unloading of structural surfaces, steep rock masses have a tendency to break away from the parent rock. Especially under the influence of human activities, heavy rains, earthquakes, etc., they are prone to sudden instability and fall, which poses great harm to construction projects and human property and life safety. In the process of selecting railway and highway routes, it is inevitable to cross steep walls. In the project, a combination of methods is often used to reinforce dangerous rock masses. Among the commonly used dangerous rock management methods, one is to remove dangerous rock masses, and the other is to set up main and passive nets, anchor reinforcement and other measures for external protection, but when using external reinforcement, a construction platform needs to be built.

[0003] However, in the drawdown zone along the coast of a certain reservoir area, the free surface of the rock mass is below the water surface, and the conditions for building a construction platform from bottom to top are not met during the treatment process; and in the process of selecting the route of a highway in a certain canyon area, a rock wall with a height difference of more than 400 meters appeared, which made it costly and risky to build a construction platform from bottom to top during the construction of the anchor protection project. Therefore, the suspended construction platform has become a preferred solution, but since the anchor reinforcement project requires a variety of mechanical equipment such as drilling rigs, tensioning devices, and anchoring materials, the mechanical equipment has a large load, and the construction duration is long and the working surface is large. It is also necessary to have effective risk avoidance technology when the upper dangerous rock mass collapses, so conventional suspension equipment cannot meet the actual needs well. Summary of the invention

[0004] In order to overcome the deficiencies of the prior art, the present invention provides a hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs and an installation method thereof, which meet the conditions for anchoring construction operations on steep walls at relatively high free surfaces.

[0005] The present invention adopts the following technical solutions:

[0006] A hanging basket type sliding platform for anchoring construction of dangerous rock mass at steep cliffs, characterized by comprising: a hanging basket device, a lifting workbench, and a lifting cable system;

[0007] The hanging basket device includes a bottom plate, side guardrails, an anti-smashing slide, a telescopic support sliding device, a detachable anchor support leg, a shock absorbing device and a power failure sensor. The side guardrails are welded on the side of the bottom plate, the anti-smashing slide is connected to the four side guardrails, and the shock absorbing device is installed between the anti-smashing slide and the side guardrails to reduce the impact force of the anti-smashing slide on the side guardrails;

[0008] The telescopic support sliding device includes a rubber tire and a telescopic mechanism connected to the rubber tire, the telescopic mechanism is fixedly connected to the hanging basket device, and the telescopic mechanism is used to adjust the length according to the concave and convex shape of the rock wall during the up and down movement of the hanging basket device, so that the rubber tire is supported on the rock wall to ensure the smooth movement of the hanging basket device;

[0009] The separate anchor leg comprises an anchor rod fixed to the rock wall, a sleeve fixed to the bottom plate, and a magnetic device installed inside the sleeve, the outer end of the anchor rod is inserted into the sleeve to contact the magnetic device, and the power-off sensor is used to send a power-on and power-off command to the magnetic device to connect or separate the magnetic device from the anchor rod;

[0010] When the anti-smashing slideway is hit by the collapsed rock block, the power-off sensor is triggered to issue a power-off command, so that the magnetic attraction device is separated from the anchor rod, and then the inner side of the hanging basket device is separated from the rock mass; the normal force generated by the rock block on the anti-smashing slideway causes the hanging basket device to rotate, and then a gap is generated between the hanging basket device and the rock mass, and the anti-smashing slideway serves as a slideway for the rock block to slide down, and falls through the gap between the hanging basket device and the rock mass;

[0011] The lifting work platform is installed on the hanging basket device, and the hanging basket device serves as the base of the lifting work platform. The lifting work platform includes a lifting platform and a lifting device for driving the lifting platform to move up and down;

[0012] The lifting cable system includes a winch, a cable, and a shear anchor pile. The shear anchor pile is fixed to the ground, and the upper end of the cable passes around the shear anchor pile and is locked to the shear anchor pile by a lock; the lower end of the cable is connected to the winch inside the hanging basket device, and the up and down movement of the hanging basket device is achieved by the winch to retract and release the cable.

[0013] Furthermore, the bottom plate is a square frame formed by welding I-beams vertically and horizontally, and a steel plate is laid on the bottom plate;

[0014] The side guardrail is a mesh structure formed by welding square tubes, and the bottom part is surrounded by iron plates to form a closed structure;

[0015] The anti-smashing slideway is a top plate structure connecting the inner and outer sides of the side guardrails. The outer side of the top plate structure is inclined upward at 45 degrees. The lower part of the top plate structure is a steel plate, and the upper part is a round tube laid at intervals, and the laying direction is downward along the slope;

[0016] The anti-smashing slideway is connected to the inner and outer sides of the side guardrails by using a shock absorbing device, and the shock absorbing device includes an inner cylinder and an outer thick spring.

[0017] Furthermore, the telescopic mechanism includes a wheel hub, a connecting shaft, a connecting rod, a hydraulic cylinder, and a manual hydraulic pump; the rubber tire is installed on the wheel hub; the connecting shaft passes through the hole in the middle of the wheel hub to connect the rubber wheel with the wheel hub; the connecting rod includes a U-shaped steel plate and a round steel, and forms a pulley group with the connecting shaft; the connecting rod is connected to the telescopic rod of the hydraulic cylinder; the hydraulic cylinder is fixed on the upper surface of the base plate; the manual hydraulic pump supplies oil to the hydraulic cylinder; the manual hydraulic pump has a valve for adjusting the return oil volume.

[0018] Furthermore, one end of the anchor rod is horizontally fixed inside the rock mass, and the other end extends to the side guardrail; when installing the anchor rod, a drilling rig is used to drill a hole in the rock wall, and grouting and anchoring are performed after the hole is inserted; one end of the sleeve is fixed to the bottom plate, and the other end is sleeved on the other end of the anchor rod; the magnetic attraction device is placed in the sleeve, and generates magnetic force after power is turned on, and is attracted together with the end of the anchor rod;

[0019] There are two power-off sensors, one of which is installed below the shock-absorbing device 106 and is triggered by the shock-absorbing device; the other power-off sensor is installed on the side guardrail and is triggered manually.

[0020] Furthermore, the lifting device includes a T-screw, a T-nut, a reduction gearbox, a motor, and a control handle;

[0021] The lifting platform is a square steel frame formed by welding I-beams vertically and horizontally;

[0022] A T-nut is fixed to each of the four corners of the lifting platform;

[0023] A reduction box is fixed to each of the four corners of the bottom plate; the reduction box is used to reduce the rotation speed of the T-screw;

[0024] The lower end of the reduction box is connected to the motor; the output shaft at the upper end of the reduction box is fixedly connected to the T-shaped screw through a connector; the T-shaped screw is screwed into the T-shaped nut;

[0025] The motor can rotate forward and reverse; the motor drives the T-screw to rotate, thereby realizing the up and down movement of the lifting platform;

[0026] The control handle is used to start and stop the motor, and to adjust the forward and reverse rotation of the motor.

[0027] Furthermore, the lifting cable system also includes a guide pulley and a positioning pulley;

[0028] The winch is arranged one at each of the four corners of the bottom plate;

[0029] A positioning pulley is arranged at each of the four corners of the side guardrail to support the cable and prevent friction with the hanging basket device;

[0030] The guide pulley is fixed to an I-beam; the I-beam is fixed to the ground by bolts, so that the guide pulley extends out of the ground to the free surface, and is used to change the direction of the cable from nearly horizontal to nearly vertical;

[0031] The cable is connected to the winch through the guide pulley and the lower end of the positioning pulley, and the upper end is locked by the lock buckle after passing around the anti-shear anchor pile, so as to realize the connection between the cable and the anti-shear anchor pile;

[0032] The hoist realizes the overall up and down movement of the hanging basket device by retracting and releasing the cable;

[0033] The shear-resistant anchor pile uses its own shear-resistant characteristics to provide tension for the cable; the shear-resistant anchor pile is drilled in the ground rock mass, and then a steel pipe is inserted, and finally backfilled with cement slurry.

[0034] Furthermore, the design method of the spacing and pile length of the shear anchor piles includes two situations: the top view of the rock wall is an arc edge and a linear edge; the arc edge means that the rock mass on both sides of the shear anchor pile in the y direction is in an open state and is not constrained by external surrounding rocks; the linear edge means that the shear anchor pile has surrounding rock constraints that extend far to both sides in the y direction;

[0035] The design of the spacing and length of the anti-shear anchor piles requires calculation of rock mass anti-dumping and anti-slipping, and the design is carried out according to the critical state of the rock mass when it is about to dump or slide. Both anti-dumping and anti-slipping must be met at the same time;

[0036] The rock mass collapse failure process is divided into three stages: stage I, stage II and stage III;

[0037] The above-mentioned stage I is the initial development stage. In the calculation of anti-toppling, at this time, only the ground rock mass on the vertical plane (n0, n1, n2) is broken first, and the horizontal plane (m A 、m B ) produces a normal distribution force σ m ; In anti-slip calculation: the rock mass is subjected to the normal distribution force σ generated on the vertical surface (n0, n1, n2) due to its own tensile properties l , the shear force τ on the horizontal plane where the pile bottom is located m ;

[0038] The II stage is the mid-term toppling stage. In the anti-toppling calculation, at this time, the rock mass has been broken on the vertical surface (n0, n1, n2), and no normal distribution force σ is generated on the toppling rock mass. m , only on the rock mass level (m A 、m B ) produces a normal distributed force σ m ; In the anti-slip calculation: the rock mass is only affected by the horizontal plane where the bottom of the pile is located (m A 、m B ) of the shear force τ m ;

[0039] The third stage is the final dumping stage. In the anti-dumping calculation: at this time, the rock mass is A 、m B ) have exceeded the rock mass tensile strength σ l,max , the tensile failure occurs, and no normal distribution force σ is generated on the toppled rock mass l and σ m , only the rock mass is used to resist toppling; in the anti-slip calculation: since both the vertical and horizontal surfaces have cracked, anti-slip calculation is no longer required;

[0040] The collapse and instability of the rock mass depends on the bending moment of the rock mass at the free surface at the edge and the horizontal plane of the bottom end of the anti-anchor pile (m A 、m B ) and the critical value of instability.

[0041] Furthermore, the spacing and length of the shear anchor piles in the case of the arc edge are determined by calculating the bending moment of the rock mass at the free surface of the edge and the sliding force and instability critical value of the horizontal plane at the bottom end of the anchor pile:

[0042] S1: Calculation process of anti-toppling of two shear anchor piles A:

[0043] Normal force σ (vertical surface: σ l , horizontal plane: σ m ) and the bending moment M generated by the rock mass G on the free surface σ and M G The sum must be greater than the bending moment M generated by the tension F F :

[0044] M σ +M G >M F

[0045] S2: Anti-slip calculation process of two shear anchor piles A:

[0046] The normal distribution force σ on the vertical surface (n0, n1, n2) due to the tensile properties of the rock mass itself lCalculated tension F l,σ and the horizontal plane where the pile bottom is located (m A 、m B ) of the shear stress τ m That is, shear force F m,τ The sum is greater than the horizontal force F generated by the cable tension:

[0047] F l,σ +F m,τ >2F

[0048] S3: The calculation of stage I must meet the following requirements:

[0049]

[0050] in:

[0051]

[0052] σ0=(G+4F) / S m ;

[0053] S4: The calculation of stage II is:

[0054]

[0055] S5: The calculation of the stage III is:

[0056]

[0057] Where l is the pile length; m A is the distance between the A-row piles and the free surface; n0 is the distance between the two piles in the y direction; n1 and n2 are the distances between the two piles and the free surfaces on both sides in the y direction; S l =l(n0+n1+n2) is the area of ​​the vertical plane (n0, n1, n2); σ l,max is the tensile strength of the rock mass; according to the material mechanics theory, the triangular distributed force is converted into the concentrated force at 2 / 3 of the triangle, so It is the maximum normal force provided by the tensile properties of the rock mass for the overturned rock mass before the rock mass cracks on the vertical surface (n0, n1, n2); is the vertical distance between the converted concentrated force and the free surface; is the horizontal distance between the center of gravity of the rock mass and the free surface; 2F is the tension of the two cables; S m =m(n0+n1+n2) is the horizontal plane (m A 、m B ) It is the maximum normal force provided by the tensile properties of the rock mass for the toppling rock mass on the horizontal plane after the rock mass cracks on the vertical plane and before the rock mass cracks on the bottom horizontal plane; is the vertical distance between the converted concentrated force and the free surface; σ0 is the normal force generated by the rock mass and the tension of the four cables on the horizontal plane; is the friction angle of the rock mass; c is the cohesion of the rock mass;

[0058] In the design process of the shear anchor pile spacing and pile length, the parameter m A The selected values ​​of , l, when satisfying the calculation formula of stage I, are the safest state, and at least need to satisfy the calculation formula of stage III, otherwise the rock mass will collapse or slide; wherein, the parameters n0, n1, n2 are determined according to the conditions at the edge of the rock wall;

[0059] In the calculation process of the two shear anchor piles B far away from the free surface, m is added based on A. A Replace with m B That's it, m B is the distance between row B piles and the free surface; when the shear anchor pile A meets the conditions, as long as m B ≥m A , the shear anchor pile B will naturally meet the requirements.

[0060] Furthermore, in the case of the linear edge, the spacing and length of the shear anchor piles are determined by calculating the bending moment of the rock mass at the free surface of the edge and the sliding force and instability critical value of the horizontal plane at the bottom end of the anchor pile:

[0061] When the edge of the rock mass is a linear edge, the toppling rock mass does not occur along the vertical plane including the entire rock mass on both sides, but only the rock mass within the influence range of the shear anchor piles will fall; according to the elastic mechanics, the influence range of the hole excavation is 3 to 5 times the hole diameter, and for safety considerations, the influence range of the shear anchor piles on both sides is taken as 3n0;

[0062] S1: Calculation process of anti-toppling of two shear anchor piles A:

[0063] Normal force σ (vertical surface: σ l , horizontal plane: σ m ) and the bending moment M generated by the rock mass G on the free surface σ and M G The sum must be greater than the bending moment M generated by the tension F F :

[0064] M σ +M G >M F

[0065] S2: Anti-slip calculation process of two shear anchor piles A:

[0066] The normal distribution force σ of the rock mass's own tensile properties on the vertical plane (n0, n1, n2) l (Calculate the pulling force Fl,σ ) and the horizontal plane where the pile bottom is located (m A 、m B ) of the shear stress τ m (Calculate the shear force F m,τ ) is greater than the horizontal force F generated by the cable tension F:

[0067] F l,σ +F m,τ >2F

[0068] From the shear anchor pile to the outside of the influence range, the normal force generated by the tensile properties of the rock mass gradually decreases to both sides, which can be simplified as a linear decrease;

[0069] S3: The calculation of stage I is:

[0070]

[0071] in:

[0072]

[0073] σ0=(G+4F) / S m ;

[0074] S4: The calculation of stage II is:

[0075]

[0076] S5: The calculation of the stage III is:

[0077]

[0078] Where l is the pile length; m A is the distance between the A-row piles and the free surface; n0 is the distance between the two piles in the y direction; n1 and n2 are the distances between the two piles and the free surfaces on both sides in the y direction; S l,n0 =ln0 and 2·S l,3n0 =6·ln0, which are the areas of the middle and two sides of the vertical plane respectively; is the normal force generated on the vertical plane by the area of ​​the two side areas. Since the two side areas are triangular distributed loads in the vertical and horizontal directions, it needs to be multiplied by 1 / 2 twice; is the normal force generated by the area of ​​the middle region on the vertical plane; is the sum of the normal forces on the vertical plane; σ l,max is the tensile strength of the rock mass; according to the material mechanics theory, the triangular distributed force is converted into the concentrated force at 2 / 3 of the triangle. is the vertical distance between the converted concentrated force and the free surface; is the horizontal distance between the center of gravity and the free surface; 2F is the tension of the two cables; is the normal force generated by the area of ​​the two side regions on the bottom horizontal plane; is the normal force generated by the area of ​​the middle region on the bottom horizontal plane; is the sum of the normal forces on the horizontal plane; σ0 is the normal force generated by the rock mass and the tension of the four cables on the horizontal plane; is the friction angle of the rock mass; c is the cohesion of the rock mass;

[0079] In the design process of the shear anchor pile spacing and pile length, the parameter m A The selected values ​​of , l, when satisfying the calculation formula of stage I, are the safest state, and at least need to satisfy the calculation formula of stage III, otherwise the rock mass will collapse and fail; wherein, the parameters n0, n1, n2 are determined according to the conditions at the edge of the rock wall;

[0080] In the calculation process of the two shear anchor piles B far away from the free surface, m is added based on A. A Replace with m B That's it, m B is the distance between row B piles and the free surface; when the shear anchor pile A meets the conditions, as long as m B ≥m A , the shear anchor pile B will naturally meet the requirements.

[0081] A method for installing a hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs as described above comprises the following steps:

[0082] (1) Design the spacing and length of shear anchor piles according to the calculation method: drill holes in the ground rock mass, insert steel pipe piles, backfill with cement slurry, and install cables to withstand shear force after the strength meets the requirements; install the guide pulley on the ground and extend it to the free surface;

[0083] (2) Use I-beams, square tubes, and steel plates to weld the hanging basket device on site: first weld the bottom plate and lay the steel plate on the frame; then weld the side guardrails and seal the steel plate at the bottom of the side guardrails; then install the shock absorber on the side guardrails; then weld the anti-smash slide, with the lower part being a steel plate and the upper part being laid with round tubes at intervals, with the laying direction being downward along the slope; finally install the anti-smash slide above the shock absorber; during the welding process, reserve the installation holes for the following devices: winch, lifting table reducer, telescopic support slide, and detachable anchor legs;

[0084] (3) Welding the lifting platform frame: Use I-beams to weld vertically and horizontally into a square steel frame, and fix a T-nut at each of the four corners;

[0085] (4) Install the lifting platform: Install the reduction box, motor and T-screw of the lifting platform at the four corners of the bottom plate of the hanging basket device, align the T-screw with the T-nut of the lifting platform, and drive the T-screw to rotate into the T-nut through the motor to complete the installation of the lifting platform;

[0086] (5) Installing the telescopic support sliding device: Install the hydraulic cylinders of the two telescopic support sliding devices on the two ends of the bottom plate of the hanging basket device, connect the rubber tire, wheel hub, connecting shaft, connecting rod and the hydraulic cylinder, and fix the manual hydraulic pump on the bottom plate of the hanging basket device;

[0087] (6) Install the lifting cable system: Install the winch of the lifting cable system at the four corners of the bottom plate of the hanging basket device, fix the positioning pulley above the side guardrail, pass the cable on the winch around the positioning pulley, wrap it around the anchor pile once, and then lock it with a lock;

[0088] (7) Hoisting the whole hanging basket device: Use a car crane to hoist the whole hanging basket device from the ground to the air surface. During this process, put the cable into the guide pulley groove; after hoisting to a certain height, operate the hydraulic cylinder of the telescopic support sliding device so that the rubber tire is supported on the rock wall, and the hanging basket device can slowly slide down along the rock wall;

[0089] (8) Adjust the horizontal state of the hanging basket device through the winch, gradually loosen the cable of the car crane, and make the hanging basket device start to slide down to the designated working position by the winch itself;

[0090] (9) Drill holes on the rock wall at a position higher than the bottom plate of the hanging basket device, install anchor rods, and perform grouting procedures; install sleeves on the side guardrails, and install magnetic suction devices in the sleeves to attract the anchor rods so that the hanging basket device and the rock mass become one, thereby preventing the hanging basket device from shaking in the direction perpendicular to the rock wall during the construction process;

[0091] (10) According to steps (1) to (9), the installation process of the hanging basket type sliding platform for anchoring dangerous rock mass at steep cliffs can be realized.

[0092] The present invention has the following beneficial effects:

[0093] 1. The anti-smashing slideway designed for the device combined with the detachable anchor legs can realize the timely separation of the hanging basket device from the rock mass, effectively reducing the damage to the working platform and personnel when the upper dangerous rock mass collapses and becomes unstable during the construction process;

[0094] 2. The lifting platform inside the device can not only move within the elevation range of the overall hanging basket device, but also move up and down flexibly within a small range inside the hanging basket device, providing convenience for construction operations;

[0095] 3. The device uses shear anchor piles to provide tension for the cable, making full use of the anti-overturning capacity of large rock masses on the ground to provide a larger bearing capacity for the hanging basket;

[0096] 4. The device adopts a telescopic support sliding device, which can adjust the length of the legs according to the concave and convex shape of the rock wall during the up and down movement of the hanging basket device, improve the adaptability to uneven wall surfaces, and enhance the stability of the overall hanging basket device;

[0097] 5. The device uses anchor rods as temporary legs, which can effectively restrict the horizontal displacement of the entire hanging basket and improve the anti-sway ability.

[0098] 6. The invention provides a design method for the spacing and length of shear anchor piles, and gives a basis for judging the instability of rock mass toppling and a calculation method, namely, the relationship between the bending moment of the rock mass at the edge curve and the sliding force of the horizontal plane at the bottom of the anti-anchor pile and the critical value of instability. BRIEF DESCRIPTION OF THE DRAWINGS

[0099] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0100] Figure 1 This is a schematic diagram of the system architecture of a hanging basket type sliding platform used for anchoring construction of dangerous rock masses on steep cliffs according to an embodiment of the present invention;

[0101] Figure 2 It is a schematic diagram of the overall structure of the hanging basket device in an embodiment of the present invention;

[0102] Figure 3 It is a structural schematic diagram of a lifting workbench in an embodiment of the present invention;

[0103] Figure 4 It is a structural schematic diagram of a lifting cable system in an embodiment of the present invention;

[0104] Figure 5 It is a structural schematic diagram of a detachable anchor support leg in an embodiment of the present invention;

[0105] Figure 6 It is a structural schematic diagram of a telescopic supporting sliding device in an embodiment of the present invention;

[0106] Figure 7 Schematic diagram of the planar layout of the shear anchor piles in an embodiment of the present invention;

[0107] Figure 8Schematic diagram of the rock mass dumping process in an embodiment of the present invention, wherein (a) is stage I, (b) is stage II, and (c) is stage III;

[0108] Fig. 9 Schematic diagram of the arrangement of shear anchor piles in the case of arc-shaped edges in an embodiment of the present invention, wherein (a) is a front view and (b) is a top view;

[0109] Fig.10 Schematic diagram of the rock mass after stage I in the case of an arc-shaped edge in an embodiment of the present invention, wherein (a) is a front view and (b) is a top view;

[0110] Fig.11 Schematic diagram of the arrangement of shear anchor piles in a linear edge case in an embodiment of the present invention, wherein (a) is a front view and (b) is a top view;

[0111] Fig.12 Schematic diagram of the rock mass after stage I in the case of a linear edge in an embodiment of the present invention, wherein (a) is a front view and (b) is a top view;

[0112] Fig.13 Schematic diagram of rock force during anti-toppling calculation in an embodiment of the present invention, wherein (a) is the force distribution of the horizontal and vertical planes in the x-direction, (b) is the force distribution of the horizontal plane in the y-direction in the case of an arc edge, and (c) is the force distribution of the horizontal plane in the y-direction in the case of a linear edge.

[0113] Fig.14 Schematic diagram of rock force during anti-slip calculation in an embodiment of the present invention, wherein (a) is the force distribution of the horizontal and vertical planes in the x-direction, (b) is the force distribution of the horizontal plane in the y-direction in the case of an arc edge, and (c) is the force distribution of the horizontal plane in the y-direction in the case of a linear edge.

[0114] Among them: 1-basket device; 2-lifting work platform; 3-lifting cable system;

[0115] 101—bottom plate; 102—side guardrail; 103—anti-smashing slideway; 104—detachable anchor support leg; 105—telescopic support sliding device; 106—shock absorbing device; 107—power failure sensor;

[0116] 201—lifting platform; 202—T-screw rod; 203—T-nut; 204—reduction box; 205—motor; 206—control handle;

[0117] 301—Wind; 302—Cable; 303—Positioning pulley; 304—Guide pulley; 305—Shear anchor pile; 306—I-beam; 307—Lock;

[0118] 401 - cement paste; 402 - anchor rod; 403 - sleeve; 404 - magnetic device;

[0119] 501—rubber tire; 502—wheel hub; 503—connecting shaft; 504—connecting rod; 505—telescopic rod; 506—cylinder body; 507—bracket; 508—manual hydraulic pump. DETAILED DESCRIPTION

[0120] In order to make the technical problems, technical solutions and advantages to be solved by the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0121] like Figure 1 As shown, an embodiment of the present invention provides a hanging basket type sliding platform for anchoring construction of dangerous rock masses at steep cliffs, including a hanging basket device 1, a lifting work platform 2 and a lifting cable system 3.

[0122] The upper end of the lifting cable system 3 is anchored to the ground by a shear anchor pile 305, and the lower end is fixed in the hanging basket device 1. The hanging basket device 1 is suspended on the rock wall by the cable 302, and the hanging basket device 1 is moved up and down by the winch 301 to retract and release the cable 302; the lifting work platform 2 is fixed in the hanging basket device 1, and the lifting platform 201 is moved up and down in a small range in the hanging basket device 1 by the rotation of the T-screw 202.

[0123] like Figure 2 As shown, the overall structure of the hanging basket device 1 includes a bottom plate 101, side guardrails 102, an anti-smashing slide 103, a detachable anchor leg 104, a telescopic supporting sliding device 105, a shock absorbing device 106 and a power-off sensor 107.

[0124] The bottom plate 101, the side guardrails 102 and the anti-smashing slideway 103 form a rigid frame; the bottom plate 101 is used as a base, and the side guardrails 102 are welded on the side; the anti-smashing slideway 103 connects the four side guardrails 102, and the shock absorbing device 106 is installed between the anti-smashing slideway 103 and the side guardrails 102 to reduce the impact force of the anti-smashing slideway 103 on the side guardrails 102; a power-off sensor 107 is installed under the shock absorbing device 106 on the side close to the rock wall to send a demagnetization instruction to the magnetic suction device 404; the telescopic support The bracket 507 of the cylinder body 506 in the sliding device 105 is fixed to the base plate 101, and the rubber tire 501 is supported on the rock wall to ensure the smooth movement of the hanging basket device 1. The extension and retraction can be controlled by the manual hydraulic pump 508 to adapt to the concave and convex surface of the rock wall; one end of the anchor rod 402 in the detachable anchor leg 104 is cast in the mortar body of the rock wall drilled hole, and the other end is inserted into the sleeve 403 on the side guardrail 102. The anchor rod 402 and the hanging basket device 1 are separated and connected by powering off and on the magnetic suction device 404 in the sleeve 403.

[0125] The anti-smashing slide 103 is a top plate structure connecting the inner and outer sides of the side guardrail 102; the outer side of the top plate structure is inclined upward at 45°; the lower part of the top plate structure is a 10 mm thick steel plate, and the upper part is a 50 mm diameter round pipe laid at intervals of 300 mm, and the laying direction is downward along the slope.

[0126] The anti-smashing slide 103 is connected to the side guardrail 102 by a shock absorbing device 106; the shock absorbing device 106 is used to buffer when the dangerous rock collapses and falls onto the anti-smashing slide 103, thereby reducing the impact on the side guardrail 102; the shock absorbing device 106 includes an internal cylinder and an external thick spring.

[0127] Figure 3 , the structure of the lifting workbench 2 includes a lifting platform 201 , a T-screw 202 , a T-nut 203 , a reduction box 204 , a motor 205 and a control handle 206 .

[0128] The reduction box 204 is fixed below the four corners of the bottom plate 101, the motor 205 is fixed below the reduction box 204, the T-screw 202 is connected to the output shaft of the reduction box 204, and a rotating device driven by the motor 205 is formed; the T-nut 203 is fixed at the four corners of the lifting platform 201; the T-screw 202 passes through the T-nut 203 to achieve connection with the lifting platform 201; the motor 205 can rotate forward and reverse, and the motor 205 drives the rotation of the T-screw 202 to realize the up and down movement of the lifting platform 201; the control handle 206 is arranged inside the basket device 1, and is used to control the forward and reverse rotation of the motor 205, so as to achieve the purpose of up and down movement of the lifting platform 201.

[0129] like Figure 4As shown, the structure of the lifting cable system 3 includes a winch 301 , a cable 302 , a positioning pulley 303 , a guide pulley 304 , a shear anchor pile 305 , an I-beam 306 and a lock 307 .

[0130] The shear anchor pile 305 is fixed on the ground, and the upper end of the cable 302 passes through the shear anchor pile 305 and is locked on the shear anchor pile 305 by a lock buckle 307; the lower end of the cable 302 is connected to the winch 301 inside the hanging basket device 1; four positioning pulleys 303 are respectively installed at the four corners of the side guardrail 102, which are used to constrain the position of the cable 302 and avoid friction with the hanging basket device 1; the guide pulley 304 is installed on the I-beam 306, which is horizontally anchored on the ground and extends out of the free surface of the rock wall to change the direction of the cable 302; the lower end of the cable 302 is connected to the winch 301 through the guide pulley 304 and the lower end of the positioning pulley 303, and the up and down movement of the hanging basket device 1 is realized by the winch 301 to retract and release the cable 302.

[0131] like Figure 5 As shown, the structure of the detachable anchor leg 104 includes cement slurry 401 , an anchor rod 402 , a sleeve 403 and a magnetic attraction device 404 .

[0132] One end of the anchor rod 402 is horizontally placed in the rock wall drill hole, anchored by cement slurry 401, and the other end extends to the side guardrail 102; the magnetic device 404 is installed inside the sleeve 403, one end of the sleeve 403 is fixed to the bottom plate 101, and the other end of the sleeve 403 is sleeved on the other end of the anchor rod 402, and the sleeve uses the magnetic device 404 to attract and connect the anchor rod 402. The magnetic device 404 is connected to the anchor rod 402 when it is powered on, and is separated from the anchor rod 402 when it is powered off.

[0133] There are two power-off sensors 107 for sending power-on and power-off instructions to the magnetic attraction device 404. One of the power-off sensors 107 is installed below the shock absorbing device 106 and needs to be triggered by the shock absorbing device 107; the other power-off sensor 107 is installed on the side guardrail 102 and needs to be triggered manually.

[0134] When the shock absorbing device 106 expands and contracts to a certain extent, the power-off sensor 107 installed therein is triggered, and the power-off sensor 107 issues a power-off instruction to make the magnetic attraction device 404 lose its magnetic force, so that the anchor rod 402 and the sleeve 403 are in a separated state;

[0135] After the anti-smashing slide 103 is hit by a large collapsed rock block, the inner side of the hanging basket device 1 is separated from the rock mass; the rock mass generates a normal force on the anti-smashing slide 103; the normal force causes the hanging basket device 1 to rotate, thereby generating a gap between the hanging basket device 1 and the rock mass; the anti-smashing slide 103 serves as a slide for the rock block to slide down and fall through the gap; the personnel and equipment inside the hanging basket device 1 are prevented from being hit by the rock mass due to the rotation of the hanging basket device 1.

[0136] like Figure 6 As shown, the structure of the telescopic supporting sliding device 105 includes a rubber tire 501, a wheel hub 502, a connecting shaft 503, a connecting rod 504, a hydraulic cylinder 509, a telescopic rod 505, a cylinder body 506, a bracket 507 and a manual hydraulic pump 508.

[0137] The rubber tire 501 is installed on the wheel hub 502; the connecting shaft 503 passes through the hole in the middle of the wheel hub 502 to connect the two, the wheel hub 502 is connected to the connecting rod 504 through the connecting shaft 503, the connecting rod 504 is connected to the telescopic rod 505 of the hydraulic cylinder 509, the connecting rod 504 includes a U-shaped steel plate and a round steel, and forms a pulley group with the connecting shaft 503; the cylinder body 506 of the hydraulic cylinder 509 is fixed to the base plate 101 through the bracket 507; the telescopic movement of the hydraulic cylinder 509 is used to support the hanging basket device 1 on the rock wall; the hydraulic cylinder 509 is fixed on the upper surface of the base plate 101, and the manual hydraulic pump 508 supplies oil to the hydraulic cylinder 509; the manual hydraulic pump 508 has a valve for adjusting the return oil amount to prevent the return oil speed from being too fast.

[0138] like Figure 7 As shown, it is the planar arrangement scheme of the shear anchor piles 305 on the ground; a total of four shear anchor piles 305 are required to be arranged on the hanging basket type sliding platform; two shear anchor piles 305 correspond to each of the two ends of the hanging basket device 1; the two on the side close to the free surface provide tension for the outer side of the hanging basket device 1, and the two on the side away from the free surface provide tension for the inner side of the hanging basket device 1.

[0139] The design method of the spacing and pile length of the shear anchor piles is described as follows:

[0140] The design of the spacing and length of the shear anchor piles requires calculation of rock mass anti-toppling and anti-slip properties, and the design is performed based on the critical state of the rock mass when it is about to topple or slide. Both anti-toppling and anti-slip properties must be met at the same time.

[0141] The rock mass is about to collapse along the horizontal plane (m A 、m B ) and the intersection line of the rock wall (O) are tilted as a whole; the bottom surface of the dumped rock mass is the horizontal plane where the bottom end of the pile is located (m A 、mB ), that is, the straight line m in the front view A 、m B ; The inner side of the dumped rock mass is the vertical surface (n0, n1, n2) where the pile is located, that is, the straight lines n0, n1, n2 in the palace view;

[0142] The bottom surface of the rock mass is separated from the lower rock mass when it is dumped, that is, along the straight line m in the front view A 、m B ; When the rock mass falls, the side is separated from the rock mass away from the rock wall, that is, along the straight lines n0, n1, and n2 in the palace view;

[0143] The forces acting on the rock mass when it is about to collapse include: the gravity G of the rock mass itself, the horizontal tension F generated by the cable tension on the collapsing rock mass, and the normal distribution force σ generated by the rock mass's own tensile properties on the vertical plane (n0, n1, n2) l , the tensile properties of the rock mass itself in the horizontal plane (m A 、m B ) produces a normal distribution force σ m ;

[0144] When the rock mass slides, it slides outward along the horizontal plane where the bottom of the pile is located. The force on the rock mass includes the normal distribution force σ generated by the tensile properties of the rock mass itself on the vertical plane (n0, n1, n2) l , Horizontal plane where the bottom of the pile is located (m A 、m B ) of the shear force τ m .

[0145] Therefore, the design method of the spacing and pile length of the shear anchor piles includes two situations: the top view of the rock wall is an arc edge and a linear edge. The arc edge means that the rock mass on both sides of the shear anchor pile in the y direction is in an open state and is not constrained by external surrounding rocks; the linear edge means that the shear anchor pile has surrounding rock constraints that extend far to both sides in the y direction (the unaffected area is set to a long distance);

[0146] The rock mass collapse failure process is divided into three stages: stage I, stage II and stage III;

[0147] The above-mentioned stage I is the initial development stage. In the calculation of anti-toppling, at this time, only the ground rock mass on the vertical plane (n0, n1, n2) is broken first, and the horizontal plane (m A 、m B ) produces a normal distribution force σ m ; In anti-slip calculation: the rock mass is subjected to the normal distribution force σ generated on the vertical surface (n0, n1, n2) due to its own tensile properties l , the shear force τ on the horizontal plane where the pile bottom is located m ;

[0148] The II stage is the mid-term toppling stage. In the anti-toppling calculation, at this time, the rock mass has been broken on the vertical surface (n0, n1, n2), and no normal distribution force σ is generated on the toppling rock mass. m , only on the rock mass level (m A 、m B ) produces a normal distributed force σ m ; In the anti-slip calculation: the rock mass is only affected by the horizontal plane where the bottom of the pile is located (m A 、m B ) of the shear force τ m ;

[0149] The third stage is the final dumping stage. In the anti-dumping calculation: at this time, the rock mass is A 、m B ) have exceeded the rock mass tensile strength σ l,max , the tensile failure occurs, and no normal distribution force σ is generated on the toppled rock mass l and σ m , only the rock mass is used to resist toppling; in the anti-slip calculation: since both the vertical and horizontal surfaces have cracked, anti-slip calculation is no longer required;

[0150] The judgment basis for the rock mass toppling instability is based on the critical value of the bending moment of the rock mass at the edge curve O and the horizontal plane (m A 、m B ) of the critical value of sliding force;

[0151] The calculation method of the critical value of bending moment and anti-slip force in the case of the arc edge is as follows:

[0152] S1: Calculation process of anti-toppling of two shear anchor piles A (taking the two anti-anchor piles close to the free surface as an example):

[0153] Normal force σ (vertical surface: σ l , horizontal plane: σ m ) and the bending moment M generated by the rock mass G on curve O σ and M G The sum must be greater than the bending moment M generated by the tension F F :

[0154] M σ +M G >M F

[0155] S2: Anti-slip calculation process of two shear anchor piles A (taking the two anti-anchor piles close to the free surface as an example):

[0156] The normal distribution force σ of the rock mass's own tensile properties on the vertical plane (n0, n1, n2) l (Calculate the pulling force F l,σ ) and the horizontal plane where the pile bottom is located (m A 、m B ) of the shear stress τ m (Shear force F m,τ ) is greater than the horizontal force F generated by the cable tension F:

[0157] F l,σ +F m,τ >2F

[0158] S3: The calculation of stage I must meet the following requirements:

[0159]

[0160] in:

[0161]

[0162] σ0=(G+4F) / S m ;

[0163] S4: The calculation of stage II is:

[0164]

[0165] S5: The calculation of the stage III is:

[0166]

[0167] Where l is the pile length; m A is the distance between the A-row piles (close to the free surface) and the free surface (curve O); n0 is the distance between the two piles in the y direction; n1 and n2 are the distances between the two piles and the free surfaces on both sides in the y direction respectively; S l =l(n0+n1+n2), is the area of ​​the vertical plane (n0, n1, n2); σ l,max is the tensile strength of the rock mass; according to the material mechanics theory, the triangular distributed force is converted into the concentrated force at 2 / 3 of the triangle, so It is the maximum normal force (horizontal direction) provided by the tensile properties of the rock mass for the overturned rock mass before the rock mass cracks on the vertical surface (n0, n1, n2); is the vertical distance between the converted concentrated force and curve O; is the horizontal distance between the center of gravity of the rock mass and the curve O; 2F is the tension of the two cables; S m =m(n0+n1+n2) is the horizontal plane (m A 、m B ) It is the maximum normal force (vertical direction) provided by the tensile properties of the rock mass for the dumping of the rock mass on the horizontal plane after the rock mass cracks on the vertical plane and before the rock mass cracks on the bottom horizontal plane; is the vertical distance between the converted concentrated force and the curve O; σ0 is the normal force generated by the rock mass and the tension of the four cables on the horizontal plane; is the friction angle of the rock mass; c is the cohesion of the rock mass;

[0168] Therefore, in the design process of the shear anchor pile spacing and pile length, the parameter m A The selected values ​​of , l are the safest state when they meet the calculation formula of stage I, and must at least meet the calculation formula of stage III, otherwise the rock mass will collapse or slide; wherein, the parameters n0, n1, and n2 are determined based on the conditions at the edge of the rock wall.

[0169] In the calculation process of the two shear anchor piles B far away from the free surface, m can be calculated based on A. A Replace with m B That's it (m B is the distance between the B row piles (away from the free surface) and the free surface (curve O); when the shear anchor pile A meets the conditions, as long as m B ≥m A , the shear anchor pile B will naturally meet the requirements.

[0170] The calculation method of the critical value of bending moment and anti-slip force in the linear edge case is as follows:

[0171] When the edge of the rock mass is a linear edge, the toppling rock mass does not occur along the vertical plane including the entire rock mass on both sides, but only the rock mass within the influence range of the shear anchor piles (excluding the rock mass outside the influence range); according to the elastic mechanics, the influence range of the hole excavation is 3 to 5 times the hole diameter, and for safety considerations, the influence range of the shear anchor piles on both sides is taken as 3n0.

[0172] S1: Calculation process of anti-toppling of two shear anchor piles A (taking the two anti-anchor piles close to the free surface as an example):

[0173] Normal force σ (vertical surface: σ l , horizontal plane: σ m ) and the bending moment M generated by the rock mass G on curve O σ and M G The sum must be greater than the bending moment M generated by the tension F F :

[0174] M σ +M G >M F

[0175] S2: Anti-slip calculation process of two shear anchor piles A (taking the two anti-anchor piles close to the free surface as an example):

[0176] The normal distribution force σ of the rock mass's own tensile properties on the vertical plane (n0, n1, n2) l (Calculate the pulling force F l,σ ) and the horizontal plane where the pile bottom is located (m A 、m B ) of the shear stress τ m (Calculate the shear force F m,τ ) is greater than the horizontal force F generated by the cable tension F:

[0177] F l,σ +F m,τ >2F

[0178] From the shear anchor pile to the outside of the influence range, the normal force generated by the tensile properties of the rock mass gradually decreases to both sides, which can be simplified as a linear decrease;

[0179] S3: The calculation of stage I is:

[0180]

[0181] in:

[0182]

[0183] σ0=(G+4F) / S m ;

[0184] S4: The calculation of stage II is:

[0185]

[0186] S5: The calculation of the stage III is:

[0187]

[0188] Where l is the pile length; m A is the distance between the A-row piles (close to the free surface) and the free surface (curve O); n0 is the distance between the two piles in the y direction; n1 and n2 are the distances between the two piles and the free surfaces on both sides in the y direction respectively; S l,n0 =ln0 and 2·S l,3n0 =6·ln0, which are the areas of the middle and two sides of the vertical plane respectively; is the normal force generated on the vertical plane by the area of ​​the two side areas. Since the two side areas are triangular distributed loads in the vertical and horizontal directions, it needs to be multiplied by 1 / 2 twice; is the normal force (horizontal direction) generated by the area of ​​the middle region on the vertical plane; is the sum of the normal forces on the vertical plane; σ l,max is the tensile strength of the rock mass; according to the material mechanics theory, the triangular distributed force is converted into the concentrated force at 2 / 3 of the triangle. is the vertical distance between the converted concentrated force and curve O; is the horizontal distance between the center of gravity and the curve O; 2F is the tension of the two cables; is the normal force generated by the area of ​​the two side regions on the bottom horizontal plane; is the normal force (vertical direction) generated by the area of ​​the middle region on the bottom horizontal plane; is the sum of the normal forces on the horizontal plane; σ0 is the normal force generated by the rock mass and the tension of the four cables on the horizontal plane; is the friction angle of the rock mass; c is the cohesion of the rock mass;

[0189] Therefore, in the design process of the shear anchor pile spacing and pile length, the parameter m A The selected values ​​of , l are the safest state when they meet the calculation formula of stage I, and must at least meet the calculation formula of stage III, otherwise the rock mass will collapse and be destroyed; wherein, the parameters n0, n1, and n2 are determined according to the conditions at the edge of the rock wall.

[0190] In the calculation process of the two shear anchor piles B far away from the free surface, m is added based on A. A Replace with m B That's it (m B is the distance between the B row piles (away from the free surface) and the free surface (curve O); when the shear anchor pile A meets the conditions, as long as m B ≥m A , the shear anchor pile B will naturally meet the requirements.

[0191] The design method of the shear anchor pile spacing and pile length is biased towards safety considerations, and the actual design should ensure that the safety redundancy of Phase I is more than 3 times.

[0192] This embodiment also provides a method for installing a hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs, comprising the following steps:

[0193] (1) Design the spacing m, n and pile length l of the shear anchor piles 305 according to the calculation method: drill a hole with a diameter of 250 mm in the ground rock mass, insert a steel pipe with a diameter of 200 mm, and backfill it with cement slurry. After the strength is sufficient, the cable 302 can be installed to withstand the shear force; install the guide pulley 304 on the ground and extend it to the free surface;

[0194] (2) Use I-beams, square tubes, and steel plates to weld the hanging basket device 1 on site: first weld the bottom plate 101, and lay a 10 mm steel plate on the frame; then weld the side guardrail 102, and seal a 3 mm steel plate at a position 1 m below the side guardrail 102; then install the shock absorber 106 on the side guardrail 102; then weld the anti-smashing slide 103, the lower part of the anti-smashing slide 103 is a 10 mm thick steel plate, and the upper part is a 50 mm diameter round tube laid at intervals of 300 mm, and the laying direction is downward along the slope; finally, install the anti-smashing slide 103 above the shock absorber 106; during the welding process, reserve installation holes for the following devices: winch 3012, reduction box 204 of the lifting workbench 2, telescopic support sliding device 105, and detachable anchor leg 104;

[0195] (3) Welding the frame of the lifting platform 201: Use I-beams to weld vertically and horizontally into a square steel frame, and fix an M100 T-nut 203 at each of the four corners;

[0196] (4) Installing the lifting platform 2: Install the reduction box 204, the motor 205, and the T-screw 202 of the lifting platform 2 at the four corners of the bottom plate 101 of the hanging basket device 1, align the T-screw 202 with the T-nut 203 on the lifting platform 201, and drive the T-screw 202 to rotate into the T-nut 203 through the motor 205, thereby completing the installation of the lifting platform 2;

[0197] (5) Installing the telescopic support sliding device 105: Install the hydraulic cylinders of the two telescopic support sliding devices 105 on the two ends of the bottom plate 101 of the hanging basket device 1, connect the rubber tire 501, the wheel hub 502, the connecting shaft 503, and the connecting rod 504 to the hydraulic cylinders, and fix the manual hydraulic pump 508 on the bottom plate 101 of the hanging basket device 1;

[0198] (6) Installing the lifting cable system 3: Install the hoist 301 of the lifting cable system 3 at the four corners of the bottom plate 301 of the hanging basket device 1, fix the positioning pulley 303 above the side guardrail 102, pass the cable 301 on the hoist 301 around the positioning pulley 303, wrap it around the shear anchor pile 305 once, and then lock it with the lock buckle 307;

[0199] (7) Hoisting the hanging basket device 1: Use a car crane to hoist the hanging basket device 1 from the ground to the open surface. During this process, put the cable 302 into the wheel groove of the guide pulley 304; after hoisting to a certain height, operate the hydraulic cylinder of the telescopic support sliding device 105 so that the rubber tire 501 is supported on the rock wall, and the hanging basket device can slowly slide down along the rock wall;

[0200] (8) The horizontal state of the hanging basket device 1 is adjusted by the winch 301, and the cable of the automobile crane is gradually loosened, so that the hanging basket device 1 starts to slide down to the designated working position by the winch 301 itself;

[0201] (9) Drill a hole on the rock wall at a position higher than the bottom plate 101 of the hanging basket device 1, install the anchor rod 402, and perform a grouting process; install a sleeve 403 on the side guardrail 102, and install a magnetic suction device 404 in the sleeve 403 to attract the anchor rod 402, so that the hanging basket device 1 and the rock mass become one, and prevent the hanging basket device 1 from shaking in the vertical direction of the rock wall during the construction process;

[0202] (10) According to steps (1) to (9), the installation process of the hanging basket type sliding platform for anchoring dangerous rock mass at steep cliffs can be realized.

[0203] The present invention provides a hanging basket type sliding platform and method for anchoring construction of dangerous rock masses on steep cliffs. The anti-smashing slideway designed in the device combined with detachable anchor legs can realize the timely separation of the hanging basket device and the rock mass, and effectively reduce the damage to the working platform when the dangerous rock mass collapses and becomes unstable; the internally arranged lifting platform can not only move and operate within the overall elevation range but also flexibly move up and down within a small range; the shear-resistant anchor piles are used to provide the hanging basket with a larger bearing capacity, and the device can be applied to steep wall construction operations with a higher free surface.

[0204] The above is a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principles of the present invention. These improvements and modifications should also be regarded as the scope of protection of the present invention.

Claims

1. A hanging basket type sliding platform for anchoring dangerous rock masses on steep cliffs, characterized in that: include: Basket device, lifting work platform, lifting cable system; The hanging basket device includes a bottom plate, side guardrails, an anti-smashing slide, a telescopic support sliding device, a detachable anchor support leg, a shock absorbing device and a power failure sensor. The side guardrails are welded on the side of the bottom plate, the anti-smashing slide is connected to the four side guardrails, and the shock absorbing device is installed between the anti-smashing slide and the side guardrails to reduce the impact force of the anti-smashing slide on the side guardrails; The telescopic support sliding device includes a rubber tire and a telescopic mechanism connected to the rubber tire, the telescopic mechanism is fixedly connected to the hanging basket device, and the telescopic mechanism is used to adjust the length according to the concave and convex shape of the rock wall during the up and down movement of the hanging basket device, so that the rubber tire is supported on the rock wall to ensure the smooth movement of the hanging basket device; The separate anchor leg comprises an anchor rod fixed to the rock wall, a sleeve fixed to the bottom plate, and a magnetic device installed inside the sleeve, the outer end of the anchor rod is inserted into the sleeve to contact the magnetic device, and the power-off sensor is used to send a power-on and power-off command to the magnetic device to connect or separate the magnetic device from the anchor rod; When the anti-smashing slideway is hit by the collapsed rock block, the power-off sensor is triggered to issue a power-off command, so that the magnetic attraction device is separated from the anchor rod, and then the inner side of the hanging basket device is separated from the rock mass; the normal force generated by the rock block on the anti-smashing slideway causes the hanging basket device to rotate, and then a gap is generated between the hanging basket device and the rock mass, and the anti-smashing slideway serves as a slideway for the rock block to slide down, and falls through the gap between the hanging basket device and the rock mass; The lifting work platform is installed on the hanging basket device, and the hanging basket device serves as the base of the lifting work platform. The lifting work platform includes a lifting platform and a lifting device for driving the lifting platform to move up and down; The lifting cable system includes a winch, a cable, and a shear anchor pile. The shear anchor pile is fixed to the ground, and the upper end of the cable passes around the shear anchor pile and is locked to the shear anchor pile by a lock; the lower end of the cable is connected to the winch inside the hanging basket device, and the up and down movement of the hanging basket device is achieved by the winch to retract and release the cable.

2. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 1 is characterized by: The bottom plate is a square frame formed by welding I-beams vertically and horizontally, and a steel plate is laid on the bottom plate; The side guardrail is a mesh structure formed by welding square tubes, and the bottom part is surrounded by iron plates to form a closed structure; The anti-smashing slideway is a top plate structure connecting the inner and outer sides of the side guardrails. The outer side of the top plate structure is inclined upward at 45 degrees. The lower part of the top plate structure is a steel plate, and the upper part is a round tube laid at intervals, and the laying direction is downward along the slope; The anti-smashing slideway is connected to the inner and outer sides of the side guardrails by using a shock absorbing device, and the shock absorbing device includes an inner cylinder and an outer thick spring.

3. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 1 is characterized in that: The telescopic mechanism includes a wheel hub, a connecting shaft, a connecting rod, a hydraulic cylinder, and a manual hydraulic pump; the rubber tire is installed on the wheel hub; the connecting shaft passes through the hole in the middle of the wheel hub to connect the rubber wheel with the wheel hub; the connecting rod includes a U-shaped steel plate and a round steel, and forms a pulley group with the connecting shaft; the connecting rod is connected to the telescopic rod of the hydraulic cylinder; the hydraulic cylinder is fixed on the upper surface of the base plate; the manual hydraulic pump supplies oil to the hydraulic cylinder; the manual hydraulic pump has a valve for adjusting the return oil volume.

4. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 1 is characterized by: One end of the anchor rod is horizontally fixed inside the rock mass, and the other end extends to the side guardrail; when installing the anchor rod, a drilling rig is used to drill a hole in the rock wall, and grouting and anchoring are performed after the hole is inserted; one end of the sleeve is fixed to the bottom plate, and the other end is sleeved on the other end of the anchor rod; the magnetic attraction device is placed in the sleeve, and generates magnetic force after power is turned on, and is attracted together with the end of the anchor rod; There are two power-off sensors, one of which is installed below the shock-absorbing device 106 and is triggered by the shock-absorbing device; the other power-off sensor is installed on the side guardrail and is triggered manually.

5. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 1 is characterized by: The lifting device includes a T-screw, a T-nut, a reduction box, a motor, and a control handle; The lifting platform is a square steel frame formed by welding I-beams vertically and horizontally; A T-nut is fixed to each of the four corners of the lifting platform; A reduction box is fixed to each of the four corners of the bottom plate; the reduction box is used to reduce the rotation speed of the T-screw; The lower end of the reduction box is connected to the motor; the output shaft at the upper end of the reduction box is fixedly connected to the T-shaped screw through a connector; the T-shaped screw is screwed into the T-shaped nut; The motor can rotate forward and reverse; the motor drives the T-screw to rotate, thereby realizing the up and down movement of the lifting platform; The control handle is used to start and stop the motor, and to adjust the forward and reverse rotation of the motor.

6. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 1 is characterized by: The lifting cable system also includes a guide pulley and a positioning pulley; The winch is arranged one at each of the four corners of the bottom plate; A positioning pulley is arranged at each of the four corners of the side guardrail to support the cable and prevent friction with the hanging basket device; The guide pulley is fixed to an I-beam; the I-beam is fixed to the ground by bolts, so that the guide pulley extends out of the ground to the free surface, and is used to change the direction of the cable from nearly horizontal to nearly vertical; The cable is connected to the winch through the guide pulley and the lower end of the positioning pulley, and the upper end is locked by the lock buckle after passing around the anti-shear anchor pile, so as to realize the connection between the cable and the anti-shear anchor pile; The hoist realizes the overall up and down movement of the hanging basket device by retracting and releasing the cable; The shear-resistant anchor pile uses its own shear-resistant characteristics to provide tension for the cable; the shear-resistant anchor pile is drilled in the ground rock mass, and then a steel pipe is inserted, and finally backfilled with cement slurry.

7. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 1 is characterized by: The design method of the spacing and pile length of the shear anchor piles includes two situations: the top view of the rock wall is an arc edge and a linear edge; the arc edge means that the rock mass on both sides of the shear anchor piles in the y direction is in an open state and is not constrained by external surrounding rocks; the linear edge means that the shear anchor piles have surrounding rock constraints extending far to both sides in the y direction; The design of the spacing and length of the anti-shear anchor piles requires calculation of rock mass anti-dumping and anti-slipping, and the design is carried out according to the critical state of the rock mass when it is about to dump or slide. Both anti-dumping and anti-slipping must be met at the same time; The rock mass collapse failure process is divided into three stages: stage I, stage II and stage III; The above-mentioned stage I is the initial development stage. In the calculation of anti-toppling, at this time, only the ground rock mass on the vertical plane (n0, n1, n2) is broken first, and the horizontal plane (m A 、m B ) produces a normal distribution force σ m ; In anti-slip calculation: the rock mass is subjected to the normal distribution force σ generated on the vertical surface (n0, n1, n2) due to its own tensile properties l , the shear force τ on the horizontal plane where the pile bottom is located m ; The II stage is the mid-term toppling stage. In the anti-toppling calculation, at this time, the rock mass has been broken on the vertical surface (n0, n1, n2), and no normal distribution force σ is generated on the toppling rock mass. m , only on the rock mass level (m A 、m B ) produces a normal distributed force σ m ; In the anti-slip calculation: the rock mass is only affected by the horizontal plane where the bottom of the pile is located (m A 、m B ) of the shear force τ m ; The third stage is the final dumping stage. In the anti-dumping calculation: at this time, the rock mass is A 、m B ) have exceeded the rock mass tensile strength σ l,max , the tensile failure occurs, and no normal distribution force σ is generated on the toppled rock mass l and σ m , only the rock mass is used to resist toppling; in the anti-slip calculation: since both the vertical and horizontal surfaces have cracked, anti-slip calculation is no longer required; The collapse and instability of the rock mass depends on the bending moment of the rock mass at the free surface at the edge and the horizontal plane of the bottom end of the anti-anchor pile (m A 、m B )’s sliding force and its critical value of instability.

8. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 7 is characterized by: In the case of the arc edge, the spacing and length of the shear anchor piles are determined by calculating the bending moment of the rock mass at the free surface of the edge and the sliding force and instability critical value of the horizontal plane at the bottom of the anchor pile: S1: Calculation process of anti-toppling of two shear anchor piles A: Normal force σ (vertical surface: σ l , horizontal plane: σ m ) and the bending moment M generated by the rock mass G on the free surface σ and M G The sum must be greater than the bending moment M generated by the tension F F : M σ +M G >M F S2: Anti-slip calculation process of two shear anchor piles A: The normal distribution force σ on the vertical surface (n0, n1, n2) due to the tensile properties of the rock mass itself l Calculated tension F l,σ and the horizontal plane where the pile bottom is located (m A 、m B ) of the shear stress τ m That is, shear force F m,τ The sum is greater than the horizontal force F generated by the cable tension: F l,σ +F m,τ >2F S3: The calculation of stage I must meet the following requirements: in: σ0=(G+4F) / S m ; S4: The calculation of stage II is: S5: The calculation of the stage III is: Where l is the pile length; m A is the distance between the A-row piles and the free surface; n0 is the distance between the two piles in the y direction; n1 and n2 are the distances between the two piles and the free surfaces on both sides in the y direction; S l =l(n0+n1+n2) is the area of ​​the vertical plane (n0, n1, n2); σ l,max is the tensile strength of the rock mass; according to the material mechanics theory, the triangular distributed force is converted into the concentrated force at 2 / 3 of the triangle, so It is the maximum normal force provided by the tensile properties of the rock mass for the overturned rock mass before the rock mass cracks on the vertical surface (n0, n1, n2); is the vertical distance between the converted concentrated force and the free surface; is the horizontal distance between the center of gravity of the rock mass and the free surface; 2F is the tension of the two cables; S m =m(n0+n1+n2) is the horizontal plane (m A 、m B ) It is the maximum normal force provided by the tensile properties of the rock mass for the toppling rock mass on the horizontal plane after the rock mass cracks on the vertical plane and before the rock mass cracks on the bottom horizontal plane; is the vertical distance between the converted concentrated force and the free surface; σ0 is the normal force generated by the rock mass and the tension of the four cables on the horizontal plane; is the friction angle of the rock mass; c is the cohesion of the rock mass; In the design process of the shear anchor pile spacing and pile length, the parameter m A The selected values ​​of , l, when satisfying the calculation formula of stage I, are the safest state, and at least need to satisfy the calculation formula of stage III, otherwise the rock mass will collapse or slide; wherein, the parameters n0, n1, n2 are determined according to the conditions at the edge of the rock wall; In the calculation process of the two shear anchor piles B far away from the free surface, m is added based on A. A Replace with m B That's it, m B is the distance between row B piles and the free surface; when the shear anchor pile A meets the conditions, as long as m B ≥m A , the shear anchor pile B will naturally meet the requirements.

9. The hanging basket type sliding platform for anchoring dangerous rock masses at steep cliffs according to claim 7 is characterized by: In the case of linear edge, the spacing and length of the shear anchor piles are determined by calculating the bending moment of the rock mass at the free surface of the edge and the sliding force and instability critical value of the horizontal plane at the bottom of the anchor pile: When the edge of the rock mass is a linear edge, the toppling rock mass does not occur along the vertical plane including the entire rock mass on both sides, but only the rock mass within the influence range of the shear anchor piles will fall; according to the elastic mechanics, the influence range of the hole excavation is 3 to 5 times the hole diameter, and for safety considerations, the influence range of the shear anchor piles on both sides is taken as 3n0; S1: Calculation process of anti-toppling of two shear anchor piles A: Normal force σ (vertical surface: σ l , horizontal plane: σ m ) and the bending moment M generated by the rock mass G on the free surface σ and M G The sum must be greater than the bending moment M generated by the tension F F : M σ +M G >M F S2: Anti-slip calculation process of two shear anchor piles A: The normal distribution force σ of the rock mass's own tensile properties on the vertical plane (n0, n1, n2) l (Calculate the pulling force F l,σ ) and the horizontal plane where the pile bottom is located (m A 、m B ) of the shear stress τ m (Calculate the shear force F m,τ ) is greater than the horizontal force F generated by the cable tension F: F l,σ +F m,τ >2F From the shear anchor pile to the outside of the influence range, the normal force generated by the tensile properties of the rock mass gradually decreases to both sides, which can be simplified as a linear decrease; S3: The calculation of stage I is: in: σ0=(G+4F) / S m ; S4: The calculation of stage II is: S5: The calculation of the stage III is: Where l is the pile length; m A is the distance between the A-row piles and the free surface; n0 is the distance between the two piles in the y direction; n1 and n2 are the distances between the two piles and the free surfaces on both sides in the y direction; S l,n0 =ln0 and 2·S l,3n0 =6·ln0, which are the areas of the middle and two sides of the vertical plane respectively; is the normal force generated on the vertical plane by the area of ​​the two side areas. Since the two side areas are triangular distributed loads in the vertical and horizontal directions, it needs to be multiplied by 1 / 2 twice; is the normal force generated by the area of ​​the middle region on the vertical plane; is the sum of the normal forces on the vertical plane; σ l,max is the tensile strength of the rock mass; according to the material mechanics theory, the triangular distributed force is converted into the concentrated force at 2 / 3 of the triangle. is the vertical distance between the converted concentrated force and the free surface; is the horizontal distance between the center of gravity and the free surface; 2F is the tension of the two cables; is the normal force generated by the area of ​​the two side regions on the bottom horizontal plane; is the normal force generated by the area of ​​the middle region on the bottom horizontal plane; is the sum of the normal forces on the horizontal plane; σ0 is the normal force generated by the rock mass and the tension of the four cables on the horizontal plane; is the friction angle of the rock mass; c is the cohesion of the rock mass; In the design process of the shear anchor pile spacing and pile length, the parameter m A The selected values ​​of , l, when satisfying the calculation formula of stage I, are the safest state, and at least need to satisfy the calculation formula of stage III, otherwise the rock mass will collapse and fail; wherein, the parameters n0, n1, n2 are determined according to the conditions at the edge of the rock wall; In the calculation process of the two shear anchor piles B far away from the free surface, m is added based on A. A Replace with m B That's it, m B is the distance between row B piles and the free surface; when the shear anchor pile A meets the conditions, as long as m B ≥m A , the shear anchor pile B will naturally meet the requirements.

10. The installation method of a hanging basket type sliding platform for anchoring dangerous rock mass at steep cliffs according to any one of claims 1 to 9, characterized in that: The following steps are involved: (1) Design the spacing and length of shear anchor piles according to the calculation method: drill holes in the ground rock mass, insert steel pipe piles, backfill with cement slurry, and install cables to withstand shear force after the strength meets the requirements; install the guide pulley on the ground and extend it to the free surface; (2) Use I-beams, square tubes, and steel plates to weld the hanging basket device on site: first weld the bottom plate and lay the steel plate on the frame; then weld the side guardrails and seal the steel plate at the bottom of the side guardrails; then install the shock absorber on the side guardrails; then weld the anti-smash slide, with the lower part being a steel plate and the upper part being laid with round tubes at intervals, with the laying direction being downward along the slope; finally install the anti-smash slide above the shock absorber; during the welding process, reserve the installation holes for the following devices: winch, lifting table reducer, telescopic support slide, and detachable anchor legs; (3) Welding the lifting platform frame: Use I-beams to weld vertically and horizontally into a square steel frame, and fix a T-nut at each of the four corners; (4) Install the lifting platform: Install the reduction box, motor and T-screw of the lifting platform at the four corners of the bottom plate of the hanging basket device, align the T-screw with the T-nut of the lifting platform, and drive the T-screw to rotate into the T-nut through the motor to complete the installation of the lifting platform; (5) Installing the telescopic support sliding device: Install the hydraulic cylinders of the two telescopic support sliding devices on the two ends of the bottom plate of the hanging basket device, connect the rubber tire, wheel hub, connecting shaft, connecting rod and the hydraulic cylinder, and fix the manual hydraulic pump on the bottom plate of the hanging basket device; (6) Install the lifting cable system: Install the winch of the lifting cable system at the four corners of the bottom plate of the hanging basket device, fix the positioning pulley above the side guardrail, pass the cable on the winch around the positioning pulley, wrap it around the anchor pile once, and then lock it with a lock; (7) Hoisting the whole hanging basket device: Use a car crane to hoist the whole hanging basket device from the ground to the air surface. During this process, put the cable into the guide pulley groove; after hoisting to a certain height, operate the hydraulic cylinder of the telescopic support sliding device so that the rubber tire is supported on the rock wall, and the hanging basket device can slowly slide down along the rock wall; (8) Adjust the horizontal state of the hanging basket device through the winch, gradually loosen the cable of the car crane, and make the hanging basket device start to slide down to the designated working position by the winch itself; (9) Drill holes on the rock wall at a position higher than the bottom plate of the hanging basket device, install anchor rods, and perform grouting procedures; install sleeves on the side guardrails, and install magnetic suction devices in the sleeves to attract the anchor rods so that the hanging basket device and the rock mass become one, thereby preventing the hanging basket device from shaking in the direction perpendicular to the rock wall during the construction process; (10) According to steps (1) to (9), the installation process of the hanging basket type sliding platform for anchoring dangerous rock mass at steep cliffs can be realized.

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