A super-high and steep slope supporting engineering scaffold erecting structure and erecting method

Abstract

The application relates to the technical field of super-high and steep slope supporting engineering, in particular to a super-high and steep slope supporting engineering scaffold erecting structure and erecting method, which comprises a scaffold, a wall connecting piece and an anchor rod. The scaffold comprises a main node, the wall connecting piece is a primary wall connecting piece, is arranged in two steps and two spans, and is arranged at a position with a distance of less than 300 mm from the main node; the anchor rod is a secondary wall connecting piece, the secondary wall connecting piece is arranged at a position staggered with the primary wall connecting piece in horizontal and vertical directions and forms a plum blossom-shaped arrangement structure. The wall connecting piece of the scaffold is arranged in a dense mode, the anchor rod is used as the wall connecting piece, a plum blossom-shaped interval arrangement is realized, the scaffold can bear the axial force of the wall connecting piece caused by the deformation caused by the out-of-plane wind load and the like, and the overall overturning resistance and bearing capacity of the scaffold are greatly enhanced.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of super-high and steep slope support engineering, in particular to a super-high and steep slope support engineering scaffold erection structure and method. BACKGROUND

[0002] The problem of highway slope collapse is one of the most common subgrade diseases in highway engineering. The main reason is that the highway is located in a valley or river valley area, and the cut slope is mainly composed of expansive soil or weathered residual soil such as gravel, which leads to highway slope collapse and other diseases. Every rainy season, after continuous rainfall, highway slope collapse diseases are prone to occur, although the collapse scale ranges from tens to tens of thousands of cubic meters, but it will still endanger the safety of people's life and property, therefore, no matter how small the collapse scale is, the disease has the characteristics of strong suddenness and great harm, if it is not prevented in time, it will endanger the safety of driving around and cause serious loss to the national economy.

[0003] Compared with other slope reinforcement technologies, the anchor rod grouting reinforcement technology has the distinct feature of strong adaptability, so it is not limited by the construction environment in general and can be used flexibly. It can also be used with other supporting methods. Because of this, anchor rod technology is widely used in slope protection engineering and has good economic benefits, but if it is applied to high and steep slope protection engineering to ensure good reinforcement effect, a scaffold is generally needed to be erected on the slope, and then workers perform protection construction on the scaffold. In order to ensure construction safety, the stability and safety of the scaffold construction platform need to be strictly controlled to improve the quality of scaffold erection.

[0004] Wall connecting members generally refer to components that connect to reliable fixed ends to strengthen the stability of other structures. When used with anchor rods, they can increase the pullout resistance, but the traditional wall connecting members only simply play the role of stacking pull rods, and for loose sand, gravel, red soil and other slopes, simply increasing the number of wall connecting members cannot achieve good pullout resistance.

[0005] Therefore, in the prior art, for high and steep slopes with a height of more than 49 meters, the traditional double-row scaffold has the disadvantages of poor overall stability and poor overturning resistance. It is difficult to erect a scaffold on a high and steep slope, which makes protection construction on a high and steep slope extremely difficult, or even impossible. SUMMARY

[0006] In view of the above problems, the present application provides a super-high and steep slope support engineering scaffold erection structure and method with strong overturning resistance, bearing capacity and tensile capacity.

[0007] To achieve the above purpose, the technical scheme of the present application is as follows:

[0008] An ultra-high and steep slope supporting engineering scaffold erection structure, comprising a scaffold, a wall connecting piece and an anchor rod, the scaffold comprising a main node, the wall connecting piece being a primary wall connecting piece, arranged in two steps and two spans, and the distance between the primary wall connecting piece and the main node being less than 300 mm; the anchor rod being a secondary wall connecting piece, the secondary wall connecting piece being arranged in a staggered manner in horizontal and vertical directions with the primary wall connecting piece and forming a plum blossom-shaped arrangement structure.

[0009] Optionally, the secondary wall connecting piece and the primary wall connecting piece form a plum blossom-shaped arrangement structure with a spacing of 1-2 m.

[0010] Optionally, the secondary wall connecting piece and the primary wall connecting piece form a plum blossom-shaped arrangement structure with a spacing of 1.3 or 1.5 m or 1.8.

[0011] Optionally, the primary wall connecting piece at the position of the main node is arranged in two steps and two spans; the primary wall connecting piece at the edge and corner of the scaffold is arranged in one step and one span.

[0012] Optionally, the wall connecting piece comprises a pipe body, a forwardly inclined guide hole is arranged at the front part of the pipe body; a puncture plate is movably arranged in the guide hole; a filling body is arranged at the front part of the inner cavity of the pipe body, the filling body being arranged along the axial direction of the pipe body; the inner side of the guide hole is arranged on the filling body; a fluid outlet is further arranged at the front part of the pipe body, the fluid outlet being correspondingly arranged at the rear side of the guide hole; a male thread is arranged at the front part of the inner cavity of the pipe body, the male thread being arranged behind the guide hole; a limiting bolt is movably arranged at the male thread.

[0013] Optionally, a conical head is further arranged at the front end of the pipe body, the surface of the conical head being provided with a plurality of grooves. Optionally, a grouting connecting device is further included, the grouting connecting device comprising a hydraulic sealing joint and a pressure-resistant sealing connecting assembly arranged at the rear side of the pipe body, the pressure-resistant sealing connecting assembly comprising a plurality of recessed rings and supporting rings arranged on the outer wall of the pipe body.

[0014] Optionally, the hydraulic sealing joint comprises a connecting sleeve, the connecting sleeve being provided with a sleeve inner cavity, an oil cavity being arranged on the connecting sleeve, the oil cavity being separated from the sleeve inner cavity by a pressure-resistant membrane; the oil cavity is connected with a hydraulic system through a connecting head; a connecting disc is further arranged at the front part of the connecting sleeve, the connecting disc being provided with a movable connecting long hole, a tension hook being movably arranged on the movable connecting long hole; a screw hole-screw rod assembly is further arranged on the connecting disc or an elastic jack is arranged at the front side of the connecting disc.

[0015] An ultra-high and steep slope supporting engineering scaffold erection method, comprising using the erection structure as described above to erect the scaffold.

[0016] A super-high and steep slope support engineering scaffold erection method, comprising the following steps:

[0017] (1) The construction is adopted to erect the scaffold from bottom to top layer by layer, and the connecting wall piece is synchronously arranged, after the connecting wall piece is implanted and reaches the standard strength, the connecting wall piece is used as the primary connecting wall piece, and the primary connecting wall piece is rigidly connected and fixed with the scaffold;

[0018] (2) In the local range of the scaffold, after the primary connecting wall piece is arranged at the four corners of the drilling position and is connected and fixed with the scaffold, the anchor rod drilling operation is carried out;

[0019] (3) The secondary connecting wall piece is adopted to construct an anchor rod as the secondary connecting wall piece after each layer of the scaffold is erected from bottom to top; the anchor rod is constructed according to the design depth, and after grouting and curing reach the maintenance strength, the anchor rod is used as the secondary connecting wall piece, and then the scaffold is fixedly connected with the anchor rod;

[0020] (4) Finally, the secondary connecting wall piece and the primary connecting wall piece form a plum blossom-shaped arrangement structure and are connected with the scaffold respectively.

[0021] Compared with the prior art, the beneficial effects of the present application are:

[0022] (1) The conventional double-row steel pipe scaffold connecting wall piece arrangement method is three steps and three spans or two steps and two spans, and for high and steep slopes, the scaffold is high in the vertical direction, the overall stability of the scaffold is poor, and the anti-overturning capacity is poor. The single and double row scaffold collapse accidents occurred at home and abroad are almost caused by insufficient connecting wall piece arrangement or the connecting wall piece is removed without timely remediation. In the local range of the scaffold, because the longitudinal stiffness of the scaffold is greater than the transverse stiffness of the scaffold, if the overall stability of the scaffold is lost, the scaffold presents a large wave bending phenomenon along the vertical direction of the main structure, and the wavelength is greater than the scaffold step distance and is approximately equal to the vertical spacing of the connecting wall piece. The overall instability and damage begin at the position without the connecting wall piece, the transverse stiffness or the initial bending degree is large, if the vertical spacing of the connecting wall piece is large, the bending wavelength is long, and the scaffold instability is more serious. Therefore, it can be concluded that the existence of the connecting wall piece plays a role of an intermediate support for the vertical rod. The technical solution of the present application realizes the plum blossom-shaped spacing arrangement by encrypting the arrangement of the scaffold connecting wall piece and using the anchor rod as the connecting wall piece, so that the scaffold can bear the axial force of the connecting wall piece caused by the deformation of the out-of-plane wind load, and the overall anti-overturning capacity and bearing capacity of the scaffold are greatly enhanced.

[0023] (2) In the local range of the scaffold, the wall connecting piece is distributed at the four corners of the drilling position when the anchor rod drilling operation is carried out, so that the scaffold can be pulled, the horizontal displacement amplitude of the scaffold in the area near the drilling position is greatly reduced, the risk of the scaffold deviating from the slope surface is reduced, and the horizontal force generated by the eccentric effect of the local construction load is resisted.(3) The construction sequence of the scaffold is to set the scaffold from bottom to top by one layer, and set the first-level wall connecting piece at the same time, and then carry out the anchor rod drilling operation after the first-level wall connecting piece is rigidly connected and fixed with the scaffold, so that the construction safety of the operation personnel is ensured on the premise that the overturning resistance and bearing capacity of the scaffold are sufficient.

[0024] (4) The wall connecting piece is particularly suitable for loose soil operation, and the movable puncture plate is provided, so that the puncture plate is first preset in the pipe body during the pipe body insertion operation, which does not hinder the insertion process and prevents the hole diameter of the pipe body inserted into the soil from widening, ensuring the tensile effect of the pipe body; then the puncture plate is pushed out and the pipe body and the puncture plate are pushed into the deep soil together, so that the deepest loose soil is extruded by the action of the puncture plate during the pushing operation, and the conical head is extruded, thereby improving the tensile capacity of the device; during the pushing operation, a soil layer cavity is formed behind the puncture plate; then the pipe body is filled with high-pressure curable slurry, so that the soil layer cavity and the inner cavity of the pipe body are filled with the curable slurry, and after curing, the curable slurry in the soil layer cavity and the inner cavity of the pipe body is integrated, thereby significantly improving the tensile performance of the wall connecting piece buried in the loose soil. BRIEF DESCRIPTION OF DRAWINGS

[0025] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the drawings needed to be used in the embodiment description.

[0026] Figure 1 is the setting position relationship diagram of the first-level wall connecting piece and the second-level wall connecting piece of the present application;

[0027] Figure 2 is the three-dimensional structure schematic diagram of the scaffold after being set up of the present application;

[0028] Figure 3 is the sectional view of the wall connecting piece of the present application;

[0029] Figure 4 is the second specific embodiment structure schematic diagram of the conical head of the wall connecting piece of the present application;

[0030] Figure 5 is the schematic diagram of the wall connecting piece after the puncture plate is pushed out and moves to the deep soil layer;

[0031] Figure 6This is a schematic diagram of the structure of the pipe body after being filled with a curable slurry according to the present invention;

[0032] Figure 7 This is a rear view of the hydraulic sealing joint of the present invention;

[0033] Figure 8 This is a cross-sectional view of the connection between the hydraulic sealing joint and the pipe body of the present invention;

[0034] Figure 9 This is a top view of the puncture plate of the present invention. Detailed Implementation

[0035] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0036] In the description of this invention, it should be noted that the terms "inner", "front", "rear", "left", "right", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship in which the product of this invention is usually placed when in use. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting this invention.

[0037] In the description of this invention, it should also be noted that, unless otherwise explicitly specified and limited, the terms "set" and "connection" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0038] like Figure 1 As shown, a scaffolding erection structure for ultra-high and steep slope support engineering includes scaffolding 33, wall ties 1, and anchor rods 32. The scaffolding 33 includes a main node. The wall ties 1 serve as primary wall ties, which are set in a two-step, two-span configuration, and the distance between the wall ties and the main node is less than 300mm. The anchor rods 32 serve as secondary wall ties, and the secondary wall ties are staggered from the primary wall ties in both the horizontal and vertical directions, forming a staggered arrangement.

[0039] Optionally, the secondary wall connecting members and the primary wall connecting members form a plum blossom arrangement structure with a spacing of 1-2 m. For example, the spacing can be 1.3 m, 1.5 m or 1.8 m. In the embodiment, 1.5 m is preferred.

[0040] Optionally, the primary wall connecting members at the main node positions are arranged in two steps and two spans, and the primary wall connecting members at the edge and corner portions of the scaffold are arranged in one step and one span, thereby enhancing the integrity of the scaffold and the ability to resist wind load.

[0041] The wall connecting member 1 in the present application can be a conventional wall connecting member, and the above functions can be achieved by the above structure. The scaffold erection method using the erection structure described above is as follows:

[0042] (1) The scaffold is erected layer by layer from bottom to top, and the wall connecting members are arranged synchronously. After the wall connecting members are implanted and reach the standard strength, they are used as the primary wall connecting members, which are rigidly connected and fixed with the scaffold.

[0043] (2) In a local range of the scaffold, the anchor rod drilling operation is performed after the primary wall connecting members are arranged at the four corners of the drilling position and are connected and fixed with the scaffold.

[0044] (3) The secondary wall connecting members are constructed by erecting one layer of anchor rod as the secondary wall connecting member after one layer of the scaffold is erected from bottom to top. The anchor rod is constructed according to the designed depth, and after grouting and solidification and reaching the maintenance strength, it is used as the secondary wall connecting member, and then the scaffold is fixed and connected with the anchor rod.

[0045] (4) Finally, the secondary wall connecting members and the primary wall connecting members form a plum blossom arrangement structure, and are connected with the scaffold, respectively.

[0046] In the embodiment, the rock slope with a slope less than 90° and a height greater than 49 m is taken as an example, and a conventional wall connecting member is used, and the specific operation is as follows:

[0047] (1) The wall connecting members are arranged on the rock slope with a slope less than 90° and a height greater than 49 m, including a plurality of steel pipes, fasteners, scaffold boards, and dense mesh for forming the main structure of the scaffold, a plurality of micro steel pipe pile foundations for bearing the main structure of the scaffold, a plurality of wall connecting members for connecting the scaffold to the slope surface, anchor rods, and a plurality of horizontal and vertical displacement monitoring devices for the scaffold.

[0048] (2) The scaffolding uses ordinary steel pipes of Q235 material with a diameter of 48×3.2mm. The horizontal and vertical horizontal bars of the scaffolding are spaced 1.5m apart, and the vertical uprights are spaced 1.5m apart. For slopes exceeding 49 meters in height, the scaffolding is erected in stages, with the highest stage height not exceeding 30m. The stage height is dynamically adjusted according to the actual situation of the slope rock strata. The bottom of the uprights of the second stage scaffolding rests on the stable rock strata of the slope. Before the uprights are placed on the bottom, the slope rock strata are cleared and unstable rock is removed. The rock was excavated, and a platform for the support poles was carved out. When the rock surface was hard, a 20cm x 20cm support point for the steel pipes was carved out. Unstable rock blocks were removed. Steel plates were placed at the carved-out locations. At the bottom of the support poles, anchor rods were drilled into the rock and grout was injected. The anchor rods were rigidly connected to the support poles to stabilize the bottom of the poles. A set of diagonal braces was added every three rows of support poles along the longitudinal and transverse directions. The longitudinal and transverse horizontal bars on the working platform were densified. Scaffold boards were laid on the horizontal bars and fixed to the horizontal bars with wire to serve as the construction platform.

[0049] (3) The construction adopts the method of erecting one layer of scaffolding from bottom to top, and simultaneously setting up the first-level wall tie. The first-level wall tie is rigidly connected and fixed to the scaffolding.

[0050] (4) The primary wall ties should be arranged in two steps and two spans, and should be set close to the main node. The distance from the main node should not be greater than 300mm.

[0051] (5) It should be installed starting from the first longitudinal horizontal bar at the bottom layer. If it is difficult to install at this point, other reliable measures should be used for fixing.

[0052] (6) The wall tie rods in the wall tie should be set horizontally. When they cannot be set horizontally, the end connected to the scaffold should be connected at a downward angle and should not be connected at an upward angle.

[0053] (7) The wall ties at the edges and corners of the scaffold must be reinforced one step at a time, with the reinforcement width being one step at a time, in order to enhance the overall integrity of the scaffold and its ability to resist wind loads.

[0054] (8) For secondary wall ties, a layer of scaffolding is erected from bottom to top, and then a layer of anchor rods are installed as secondary wall ties. The anchor rods are installed according to the design depth, and grouting is used to cure them to reach the curing strength. Then, steel bars are used to connect the scaffolding and the anchor rods for rigid welding.

[0055] (9) The primary wall tie adopts the drilling and implantation of steel pipes, which can play a rigid connection role. The drilling and implantation of steel pipes involves drilling holes on the slope with a drilling machine and then burying short steel pipes in the holes for about 200cm, with about 40cm of the exposed part. After implantation, the uprights and the vertical short steel pipes are connected by horizontal long steel pipes.

[0056] (10) The primary wall connecting member is arranged in two steps and two spans at the main node position, and the secondary wall connecting member is arranged by first setting a layer of scaffold and then constructing a layer of anchor rod as the secondary wall connecting member from bottom to top. The anchor rod drilling position of the secondary wall connecting member is staggered with the primary wall connecting member arranged in two steps and two spans in horizontal and vertical directions. The primary and secondary wall connecting members jointly act, thereby forming a plum blossom arrangement structure with a spacing of 1.5 m.

[0057] To verify the technical effect, the overall stability of the scaffold is calculated as follows:

[0058] 1. The force calculation expression of the wall connecting member, one wall connecting member anchor rod is connected with the scaffold at only one place, the horizontal double fastener is connected, after the wall connecting member is implanted on the slope, the connection end is connected with the horizontal rod using the double fastener and forms a certain angle α, the vertical and parallel forces of the scaffold are decomposed with respect to the plane of the scaffold under the action of the wall connecting member tension force Fi. The parallel component Fpi = Fi * sin (α i ) can be considered to offset each other, at the same time, the vertical bearing capacity of the vertical rod is enhanced, the vertical pressure borne by the bottom vertical rod is reduced, and the scaffold steel pipe is not subjected to eccentricity and other disadvantages. The vertical component Fci = Fi * cos (α i ) forms a tension force to fix the scaffold and prevent overturning. The total vertical force of the scaffold is compared with the anchor rod pullout resistance F.

[0059] 2. During construction, four 2-meter deep wall connecting members are arranged around the drilling position, the wall connecting member pullout resistance Fc is greater than 80 KN, but the anti-sliding force provided by the fastener is less than 80 KN. The wall connecting member adopts double fastener connection, the design value of the anti-sliding bearing capacity of the fastener is 8 KN for one right-angle fastener, and the anti-sliding force Fci provided by the four wall connecting members for the scaffold is 64 KN. The vertical thrust Fm generated by the anchor rod drilling machine (the maximum axial thrust of the down-the-hole drill is 5 KN) and the slope anchor rod drilling angle also need to be considered. The final resultant force is F = F ci -F m = Fi * cos (α i ) - F m .

[0060] 3. If the wind load is considered, the vertical component and the horizontal overturning moment caused by the wind load also need to be eliminated. Considering the most unfavorable effect, the wind load standard value w k , the design value of the wall connecting member axial force N wld , the design value of the wall connecting member axial force N ld , and the final resultant force F = F ci -F m -N ld = Fi * cos (α i ) - Fm - N ld

[0061] Design value of axial force of wall connecting member due to wind load: N wld = γ Q1 w k L1H1

[0062] Design value of axial force of wall connecting member:

[0063] N ld = N wld + N0

[0064] Case 1: Wall connecting member bearing capacity checking, assuming anchor rod drilling angle is 30°

[0065] Wall connecting member parameters

[0066]

[0067] Calculate the calculation length of wall connecting member:

[0068] a0 = a = 0.2 x 1000 = 200 mm, l = a0 / i = 200 / 15.88 = 12.594

[0069] According to the value of l, appendix A.O.6 of specification JGJ130-2011 is obtained j = 0.967

[0070] Standard value of wind load:

[0071] w k = m z m s w0 = 1.71 x 0.8 x 0.3 = 0.41 kN

[0072] In the formula: w k Standard value of wind load

[0073] m z Height variation coefficient of wind pressure

[0074] m s Shape coefficient of wind load of scaffold

[0075] Basic wind pressure value w0

[0076] Design value of axial force of wall connecting member due to wind load:

[0077] N wld = γ Q1 w k L1H1 = 1.4 x 0.41 x 3 x 3 = 5.171 kN

[0078] In the formula: N wld Design value of axial force of wall connecting member due to wind load

[0079] L1H1 single tie member covered scaffold outside wind area

[0080] Tie member axial force design value:

[0081] N ld = N wld + N0=5.171+3=8.171 kN

[0082] Where N0is valued according to the "unified standard for safety technology of construction scaffold" (GB51210) 6.2.7.

[0083] Put N l , j into the following formula:

[0084] Strength: s=N ld / A c =8.171×1000 / 450=18.158 £0.85f=0.85×205=174.25 In the formula: s tie member stress value

[0085] N ld Tie member axial force design value

[0086] A c Tie member net cross-sectional area

[0087] Meet the requirements

[0088] Stability:

[0089] N ld / jA=8.171×1000 / (0.967×450)=18.781 N / mm 2 £0.85f=0.85×205=174.25 N / mm 2 In the formula: j tie member stability coefficient, selected according to the tie member slenderness ratio according to the specification.

[0090] Meet the requirements

[0091] Dowel anti-slip: assuming the anchor rod drilling angle is 30°, if considering the most unfavorable load, then the vertical force transmitted to the horizontal bar perpendicular to the scaffold is: the final resultant force is F=Fci-Fm-N ld =Fi*cos(30°)-Fm-N ld =64*cos(30°)-5-8.171=42.3 kN

[0092] N l =8.171 kN≤R c =12 kN

[0093] F=42.3 kN≥R c

[0094] In the formula: R c Design value of anti-sliding bearing capacity of wall connecting piece fastener

[0095] The anti-sliding of the fastener meets the requirements

[0096] It can be seen that the anti-sliding force of the fastener and the anti-pulling of the wall connecting piece meet the requirements, resist the vertical thrust Fm generated by the anchor rod drilling machine during drilling construction, and meet the requirements and have a surplus under wind load.

[0097] In order to improve the anti-pulling ability of the wall connecting piece and improve the overall technical effect, the application also provides a wall connecting piece.

[0098] As Figures 3 to 9 shown, a wall connecting piece device includes a pipe body 1, the front part of the pipe body 1 is provided with a forwardly inclined guide hole 9; a puncture plate 6 is movably arranged in the guide hole 9; in this embodiment, the guide hole 9 is provided with two, and the corresponding puncture plate 6 is also provided with two, the inclination of the guide hole 9 is an acute angle, mainly to ensure that the puncture plate 6 and the front side of the pipe body 1 form an acute angle, the larger the angle, the larger the angle of the solidified block formed at the soil cavity 16 after grouting in the later period, that is, the larger the angle of the solidified block extending outward relative to the pipe body 1, and the larger the resistance when bearing the outward axial tension, but the resistance during the process of pushing out the puncture plate 6 and continuing to move forward with the pipe body 1 during construction and the firmness of the solidified block extending outward combined with the solidified part in the pipe body also need to be considered, so in this embodiment, the angle can be preferably about 10-15 degrees. Then during preparation, the pipe body 1 can be preferably made of iron material to reduce cost, and the puncture plate 6 is preferably made of steel or alloy material to ensure its rigidity, and as Figure 9 shown, the puncture plate 6 is provided with a sharp end 6-1 to improve the puncture effect, and in this embodiment, the puncture plate 6 can be slightly arc-shaped corresponding to the arc surface of the pipe body 1, for example, the plate body width of the puncture plate 6 can be about 10 mm, and the thickness can be about 2-5 mm. The guide hole 9 also adopts a slightly arc-shaped inclined hole corresponding to the puncture plate 6, which is beneficial to improve the stability of the puncture plate 6 during the pushing process.

[0099] Preferably, the front part of the inner cavity 2 of the pipe body 1 is provided with a filling body 8-1, the filling body 8-1 is arranged along the axial direction of the pipe body 1; the inner side of the guide hole 9 is arranged on the filling body 8-1. The purpose of arranging this filling body 8-1 is: 1. The guide hole 9 is arranged as an inclined hole, which can lengthen the length of the guide hole 9, play a better guiding role, and provide better support for the puncture plate 6. 2. Because the pipe body 1 is provided with the guide hole 9, the filling body 8-1 is beneficial to improve the rigidity of this area. During preparation, it can be integrally formed with the pipe body 1.

[0100] Preferably, the front part of the tube body 2 is further provided with a fluid outlet, which is correspondingly located on the rear side of the guide hole 9. In this embodiment, a first fluid outlet 5 and a second fluid outlet 10 are provided. The positions of the first fluid outlet 5 and the second fluid outlet 10 are set as follows: after the piercing plate 6 is pushed out and the tube body 1 continues to move forward to its position, a soil cavity 16 is formed behind the piercing plate. The positions of the first fluid outlet 5 and the second fluid outlet 10 fall within the soil cavity 16, so that during grouting, the solidifiable grout can flow smoothly into the soil cavity 16 through the first fluid outlet 5 and the second fluid outlet 10.

[0101] Preferably, the front of the inner cavity 2 of the tube body 1 is provided with a protruding thread 11, which is located behind the guide hole 9; a limiting bolt 4 is movably provided at the protruding thread 11. This arrangement serves to prevent the piercing plate 6 from moving backward and disengaging from the guide hole 9 under soil pressure during the process of pressing the tube body 1 into the soil, thus providing support for the piercing plate 6; when it is necessary to push the piercing plate 6 out of the guide hole 9, the limiting bolt 4 can be removed, facilitating insertion and pushing operations using the pressure rod 15. In this embodiment, an internal hexagonal socket 3 is provided on the rear side of the limiting bolt 4, making it easy to unscrew using relevant tools later.

[0102] Preferably, the front end of the tube body 1 is further provided with a conical head 8, and the surface of the conical head 8 is provided with several grooves. For example... Figure 3 The image shows an annular groove 7, but it can also be as shown below. Figure 4 The straight groove 14 shown is designed so that, in subsequent operations, after the piercing plate 6 is pushed out and continues to move forward with the tube body 1 into place, the piercing plate 6 will compact the soil in front of it, and then the compacted soil in front will compact the conical head 8, and the soil will be pressed into the groove of the conical head 8, thereby improving the pull-out resistance of the wall tie in the later stage.

[0103] When grouting is required later, existing high-pressure grouting machines and their associated components can be used to connect and seal the pipe body 1 before grouting. However, to improve work efficiency, for example, in actual use, a typical slope may require the insertion of dozens or even hundreds of pipe bodies 1. Traditional grouting connectors commonly include gasket threaded joints. For example, in this embodiment, threads are provided at the rear end of the pipe body 1, and then threaded joints and gaskets are used to connect the high-pressure grouting delivery pipe. The tightening torque must meet the standard; otherwise, leakage during the high-pressure grouting process may occur. Therefore, each pipe body needs to be tightened individually, which is a rather troublesome process.

[0104] Therefore, the present invention provides a convenient grouting connection device, which includes a hydraulic sealing joint and a pressure-resistant sealing connection assembly disposed on the rear side of the pipe body. The pressure-resistant sealing connection assembly includes a plurality of recessed rings 13 and support rings 12 disposed on the outer wall of the pipe body.

[0105] Preferred, such as Figures 7 to 8 As shown, the hydraulic sealing joint includes a connecting sleeve 21, which has an inner cavity and an oil chamber 23. The oil chamber 23 is separated from the inner cavity by a pressure-resistant membrane 29. The oil chamber 23 is connected to the hydraulic system via a connector 22. Preferably, the front of the connecting sleeve is further provided with a connecting plate 28, which has a movable connecting elongated hole 25. A tension hook 27 is movably provided on the movable connecting elongated hole 25. In this embodiment, the tension hook 27 includes a front hook block 26 and a rear stop block 24. The hook block 26 is arranged radially. The stop block 24 is arranged along the short side of the movable connecting elongated hole 25. The connecting plate 28 is also provided with a screw hole-screw assembly, which includes a screw hole 30, and then the screw 31 is used to push against the support ring 12. Its principle and function are as follows: the pipe body 1 is inserted into the front part of the inner cavity of the connecting sleeve 21, and then the hook block 26 is hooked onto the support ring 12 of the pipe body 1. The screw 31 is screwed in and pushes against the support ring 12, causing the tension hook 27 to tighten (the purpose is to prevent the axial displacement of the connecting sleeve 21 relative to the pipe body 1 caused by the internal pressure of the high-pressure grout during the subsequent grouting process); then the hydraulic system is started, causing the pressure-resistant membrane 29 on the inner side of the oil cavity 23 to press tightly against several concave rings 13 on the pipe body 1, so as to achieve high-pressure sealing. In the above operation, the screw 31 is screwed in only to achieve the tightening of the tension hook 27, which is different from the sealing and tightening of conventional joints. Therefore, when using this invention, a general electric bolt tightening tool can be used to operate the screw 31, which is convenient and efficient. The sealing between the pipe body 1 and the connecting sleeve 21 relies entirely on the hydraulic system, which is efficient, labor-saving, and has a good effect. In some embodiments, an elastic push rod can be provided on the front side of the connecting plate 28 to replace the screw hole-screw assembly. That is, a structure similar to a spring plunger is commonly used, consisting of a spring and a telescopic rod. Its main function is to prevent the connecting sleeve 21 from moving axially backward relative to the tube body 1 before high-pressure sealing is performed using a hydraulic system, that is, to ensure that the tension hook 27 is in a tensioned state.

[0106] When the wall-connecting device of the present invention is constructed, the following steps are included:

[0107] S1: the pipe body 1 is pressed into the slope soil, the method of pressing in is according to the current existing operation, such as knocking in or hydraulic pressure top pressing in, etc., after the pipe body 1 is pressed in more than half, the limiting bolt 4 in the pipe body 1 is unscrewed and taken out;

[0108] S2: a pressure rod 15 is inserted into the pipe body 1 and the puncture plate 6 is pushed out from the guide hole part;

[0109] S3: the pipe body 1 is continuously pressed into the soil by combining the use of the pressure rod 15, in actual action, it can be operated by means of hydraulic pressure top rod, until it is pressed into place, so as to form a soil layer cavity 16 in the soil by the displacement of the puncture plate 6; at this time, as shown in the figure, because of the extrusion effect of the puncture plate 6, the soil in front of the puncture plate 6 forms a relatively loose soil layer 18 more dense high pressure soil layer area (C area), the C area soil layer is beneficial to improve the combination firmness of the conical head 8 and the soil, and improve the pullout resistance. Figure 6

[0110] S4: the pressure rod 15 is taken out;

[0111] S5: the rear end of the pipe body 1 is connected with a high pressure grouting delivery pipe, and a solidifiable slurry such as cement slurry is high pressure injected into the pipe body 1, so as to fill the soil layer cavity 16 and the inner cavity 2 of the pipe body 1 with the solidifiable slurry;

[0112] S6: after the grouting is finished, the rear end of the pipe body 1 is plugged to prevent the slurry from flowing out, and the injected slurry is solidified; finally, the outer extension solidification block 20 and the pipe body inner cavity solidification block 17 are formed as shown in the figure, and at the same time, the pipe body inner cavity solidification block 17 is connected with the outer extension solidification block 20 through the connecting solidification section 19 to form an integral whole, which significantly improves the external pull resistance of the pipe body 1, and improves the firmness and stability of the pipe body 1 buried in the surrounding soil for a long time; Figure 6

[0113] S7: the pipe body 1 is used as a pull rod to perform conventional engineering operation.​​

Claims

1. A method for erecting scaffolding for ultra-high and steep slope protection projects, comprising an erection structure including scaffolding, wall ties, and anchor bolts, characterized in that: The scaffold comprises a main node, the wall connecting piece is a primary wall connecting piece, is arranged in two steps and two spans, and is arranged at a position with a distance of less than 300 mm from the main node; the anchor rod is a secondary wall connecting piece, the secondary wall connecting piece is arranged at a position staggered from the primary wall connecting piece in the horizontal and vertical directions and forms a plum blossom arrangement structure; The wall connecting piece comprises a pipe body, a forwardly inclined guide hole is arranged at the front of the pipe body; a puncture plate is movably arranged in the guide hole; The front of the pipe body is further provided with a fluid outlet, and the fluid outlet is arranged at the rear side of the guide hole; A filling body is arranged at the front of the inner cavity of the pipe body, the filling body is arranged along the axial direction of the pipe body, the inner side of the guide hole is arranged on the filling body, a male screw thread is arranged at the front of the inner cavity of the pipe body, the male screw thread is arranged at the rear of the guide hole, and a limiting bolt is movably arranged at the male screw thread; After the puncture plate is pushed out and positioned by continuously pushing the pipe body forward, a soil layer cavity is formed at the rear of the puncture plate, and the position of the fluid outlet falls in the soil layer cavity, so that when grouting is performed, the solidifiable slurry can smoothly flow into the soil layer cavity through the fluid outlet.

2. The method according to claim 1, wherein the method is characterized by: The secondary wall connecting piece and the primary wall connecting piece form a plum blossom arrangement structure with a spacing of 1-2 m.

3. The method according to claim 1, wherein the method further comprises the steps of: providing a plurality of support members; and connecting the plurality of support members to form a plurality of support structures. The secondary wall connecting piece and the primary wall connecting piece form a plum blossom arrangement structure with a spacing of 1.3 m, 1.5 m or 1.8 m.

4. The method according to claim 1, wherein the method further comprises the steps of: providing a plurality of support members; and connecting the plurality of support members to the plurality of support members of the plurality of support members to form a plurality of support members. The primary wall connecting pieces at the positions of the main nodes are arranged in two steps and two spans, and the primary wall connecting pieces at the edge portions and corner portions of the scaffold are arranged in one step and one span.

5. The method according to claim 1, wherein the method further comprises the steps of: providing a plurality of support members; and connecting the plurality of support members to the plurality of support members of the plurality of support members. The front end of the pipe body is further provided with a conical head, and the surface of the conical head is provided with a plurality of grooves.

6. The method according to claim 1, wherein the method further comprises the steps of: providing a plurality of support members; and connecting the plurality of support members to form a plurality of support structures. The grouting connecting device comprises a hydraulic sealing joint and a pressure-resistant sealing connecting assembly arranged at the rear side of the pipe body, and the pressure-resistant sealing connecting assembly comprises a plurality of recessed rings and supporting rings arranged on the outer wall of the pipe body.

7. The method for erecting scaffolding for ultra-high and steep slope protection engineering according to claim 6, characterized in that: The hydraulic sealing joint comprises a connecting sleeve provided with a sleeve inner cavity, an oil cavity is arranged on the connecting sleeve, the oil cavity and the sleeve inner cavity are separated by a pressure-resistant film, the oil cavity is connected with a hydraulic system through a connecting head, the front of the connecting sleeve is further provided with a connecting disc provided with a movable connecting long hole, a tension hook is movably arranged on the movable connecting long hole, and a screw hole-screw rod assembly is arranged on the connecting disc or an elastic jack is arranged at the front side of the connecting disc.

8. The method according to claim 1, wherein, The method comprises the following steps: (1) the construction is performed by layer by layer erection of the scaffold from bottom to top, and the wall connecting pieces are arranged synchronously, the wall connecting pieces are implanted and reach the standard strength to serve as the primary wall connecting pieces, and the primary wall connecting pieces are rigidly connected and fixed with the scaffold; (2) before the anchor rod drilling operation is performed in the local range of the scaffold, the primary wall connecting pieces are arranged at the four corners of the drilling position, and the primary wall connecting pieces are connected and fixed with the scaffold, and then the anchor rod drilling operation is performed. (3) the secondary continuous wall piece adopts the method that after the erection of each layer of the scaffold, one layer of anchor rod is constructed as the secondary continuous wall piece; the anchor rod is constructed according to the design depth, and after grouting and solidification and reaching the maintenance strength, it is used as the secondary continuous wall piece, and then the scaffold and the anchor rod are fixedly connected; (4) finally, the secondary continuous wall piece and the primary continuous wall piece form a plum blossom-shaped arrangement structure and are connected with the scaffold respectively.

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