CN118065267A - Assembled blocking net protection structure suitable for 5000KJ falling stone impact energy level - Google Patents
Assembled blocking net protection structure suitable for 5000KJ falling stone impact energy level Download PDFInfo
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Abstract
The invention discloses an assembled blocking net protection structure suitable for a 5000KJ falling stone impact energy level, which belongs to the field of falling stone protection and comprises a blocking net main body arranged between hillsides on two sides of a channel, and a plurality of assembled supporting columns with top ends connected with the blocking net main body, wherein each assembled supporting column comprises a top end steel tube concrete column and a bottom end reinforced concrete column, the blocking net main body is fixed on the top end steel tube concrete column, the bottom end of the top end steel tube concrete column is assembled and connected with the top end of the bottom end reinforced concrete column through a high-strength bolt, and the bottom end reinforced concrete column is embedded at the bottom end of the mountain. The assembled blocking net protection structure with the structure and suitable for the 5000KJ falling stone impact energy level is adopted, and the top steel tube concrete column and the bottom reinforced concrete column are connected through the assembled supporting columns and the high-strength bolts, so that the bottom reinforced concrete column can be replaced and recycled.
Description
Technical Field
The invention relates to the technical field of falling stone protection, in particular to an assembled blocking net protection structure suitable for 5000KJ falling stone impact energy level.
Background
The high-level collapse rock is a common geological disaster in a complicated and difficult mountain area, has the characteristics of high concealment, strong disaster-causing capacity and large impact energy, and threatens the life safety of staff in the same class. Therefore, the control structures are required to be arranged in the geological disaster multiple areas, common control measures can be divided into two types, namely in-situ active reinforcement and passive protection, the in-situ active reinforcement mainly adopts methods such as active protection nets, lattice anchor rods (ropes) and support columns, the passive protection mainly adopts schemes such as passive protection nets and shed tunnels, and the passive protection structure is widely applied to high-level collapse rock control due to high construction difficulty of in-situ control in complicated and difficult mountain areas if ultrahigh scaffolds are required to be erected.
Existing passive guard structures are for example:
patent CN111549804B discloses a passive protection system for cutting slope reinforcement and construction method thereof, the structure is arranged on a broken rock cutting slope, comprising a cutting wall, a reinforced gabion retaining wall and a passive protection net, the cutting wall is arranged on the slope foot of the cutting slope, the reinforced gabion retaining wall is arranged on the top of the cutting wall, and the passive protection net is arranged on the top of the reinforced gabion retaining wall; the reinforced gabion retaining wall consists of a plurality of reinforced gabions, and adjacent reinforced gabions are connected through folding steel wire ropes and/or buckles; the passive protective net comprises a base, and is fixed on the retaining wall of the reinforced gabion through a plurality of spaced bases; the base is provided with a plurality of base through holes, a plurality of PVC pipes are vertically arranged at positions corresponding to the base through holes in the reinforced gabion retaining wall, steel pipes are arranged in the PVC pipes, the steel pipes penetrate through the base through holes and pay out of the base, and cement mortar is arranged in the steel pipes. The advantages are that: the structure can effectively protect the steel column base from falling rocks, but has lower protection height.
Meanwhile, researchers have also made corresponding researches and developments on the design of the support ropes. For example: patent CN105256730a discloses a passive and active mixed trailing type high-performance protective net, which adopts a plurality of parallel supporting ropes to replace the traditional upper and lower supporting ropes, and forms an opening space for the falling rocks of the lower part to pass through by lifting the lowest parallel supporting rope a certain distance from the ground, so that the system has an opening characteristic, and the falling rocks are convenient to enter a trailing net sheet area; the net piece is divided into an interception net piece and a tailing net piece, so that falling rocks with a certain volume can pass through the opening space at the lower part of the lowermost parallel supporting rope after being intercepted, enter the tailing net piece area, move to a preset collecting area along the tailing direction, and have a certain track management and control effect on the falling rocks which collapse in the covered area. The advantages are that: the advantages of the active and passive protective net systems are drawn, and the protective net system has higher protective energy level and easy cleaning.
Patent CN115450234B discloses a protective blocking structure for preventing high-energy falling stone impact in a complex mountain area, which is arranged in a support pile array between hillsides of a trench, wherein the support pile array is arranged in a straight shape and comprises at least two support piles, and a specific interval is preset between two adjacent support piles; all the support piles are fixed below the mountain, a blocking net is connected between the support piles, and the blocking net penetrates through the support pile arrays and extends and is fixed on the slope surfaces of the mountain at two sides; a plurality of opposite pulling plates are arranged on the slope surface of the mountain body, one side of each opposite pulling plate is fixed with the slope surface of the mountain body through a set reverse pre-stress anchor cable, and the other side of each opposite pulling plate is connected with a blocking net and used for anchoring the blocking net; the height of the blocking net is more than or equal to 6m, the yield elongation of the blocking net material is more than or equal to 0.2%, and the breaking elongation is more than or equal to 20%. The advantages are that: the protection energy level of the traditional flexible blocking net can be improved, and the blocking net has the function of easy maintenance after being impacted by collapsed falling rocks.
Although the above researches can be suitable for higher blocking energy levels, the current research on the protective structure of the replaceable assembled blocking net with the impact energy of more than 5000kJ at home and abroad is relatively lacking, and the protective structure is not suitable for high-level and high-frequency high-level collapse and rockfall geological disasters.
Disclosure of Invention
In order to solve the problems, the invention provides an assembled blocking net protective structure suitable for 5000KJ falling stone impact energy level, which is characterized in that an assembled support column is arranged, and a top steel tube concrete column and a bottom reinforced concrete column are connected by adopting high-strength bolts, so that the bottom reinforced concrete column can be replaced and recycled.
In order to achieve the above purpose, the invention provides an assembled blocking net protective structure suitable for a 5000KJ falling stone impact energy level, which comprises a blocking net main body arranged between hillsides at two sides of a channel, and a plurality of assembled supporting columns with top ends connected with the blocking net main body, wherein each assembled supporting column comprises a top end steel pipe concrete column and a bottom end reinforced concrete column, the blocking net main body is fixed on the top end steel pipe concrete column, the bottom end of the top end steel pipe concrete column is assembled and connected with the top end of the bottom end reinforced concrete column through a high-strength bolt, and the bottom end reinforced concrete column is embedded at the bottom end of the mountain.
Preferably, the height of the blocking net main body is more than or equal to 6m, the yield elongation of the blocking net main body is more than or equal to 0.2%, and the breaking elongation of the blocking net main body is more than or equal to 20%.
Preferably, the blocking net body is a grid structure formed by a plurality of crisscross transverse steel strands and a plurality of longitudinal steel strands, and the transverse steel strands and the longitudinal steel strands are connected through fasteners;
two ends of the transverse steel strand penetrate through the top steel tube concrete column and are respectively and vertically connected with the slope surfaces of hillsides at two sides of the channel through opposite pulling plates and reverse pre-stress anchor cables in sequence;
the transverse steel strand and the longitudinal steel strand are both made of NPR steel.
Preferably, the spacing between two adjacent bundles of transverse steel strands satisfies the following relationship:
Wherein h is the interval between two adjacent transverse steel strands; n is the number of transverse steel strands; v is the equivalent volume of the falling rocks;
And the number n of the transverse steel strands satisfies the following relationship:
MgH≤n(W1+W2) (2)
W1＝F2×L×Δ1-F1×L×Δ0 (3)
W2＝F2×L×(Δ2-Δ1) (4)
Wherein M is the mass of falling rocks; g is gravity acceleration; h is the height difference from the falling rock collapse position to the contact position of the collision impact blocking net main body; w 1 is the elastic stage work of a single transverse steel strand; w 2 is the plastic stage work of a single transverse steel strand; f 1 is the pretightening force applied to the single transverse steel strand; f 2 is the yield critical force of the single transverse steel strand; l is the length of a single transverse steel strand; Δ 0 is the pretension and elongation of a single transverse steel strand; Δ 1 is the yield elongation of a single transverse steel strand; Δ 2 is the plastic deformation elongation of a single transverse strand.
Preferably, the fasteners comprise T-shaped fasteners and cross-shaped fasteners, and the T-shaped fasteners and the cross-shaped fasteners are made of NPR alloy steel;
the T-shaped fastener is used for connecting a set bundle of transverse steel strands at the top with a crossed single Shu Shuxiang steel strand and connecting a set bundle of transverse steel strands at the bottom with a crossed single Shu Shuxiang steel strand;
The cross-shaped fastener is used for connecting a single transverse steel strand positioned between a set transverse steel strand positioned at the connecting top and a set transverse steel strand positioned at the bottom with a crossed single Shu Shuxiang steel strand;
The beam is set to be at least two beams.
Preferably, the T-shaped fastener comprises a clamping sleeve for penetrating through a set bundle of transverse steel strands at the top or a set bundle of transverse steel strands at the bottom, a U-shaped connecting fork ear with one end connected with the clamping sleeve and a wedge-shaped assembly connected with the other end of the U-shaped connecting fork ear, wherein the wedge-shaped assembly comprises a wedge-shaped clamping sleeve with one end connected with the outer wall of the U-shaped connecting fork ear through a locking nut, a wedge-shaped cavity is formed in the wedge-shaped clamping sleeve far away from the inner part of one end of the U-shaped connecting fork ear, a wedge-shaped clamping ring is axially arranged in the wedge-shaped cavity in a sliding manner, and a vertical steel strand is clamped in the wedge-shaped clamping ring; the U-shaped connecting fork lug stretches into the wedge-shaped clamping sleeve and is in pressure connection with the wedge-shaped clamping ring through a compression nut, and the compression nut is fixedly connected with the outer circumferential side of the vertical steel strand passing through the wedge-shaped clamping ring;
The cross fastener comprises a base body and cover plates arranged at the upper end and the lower end of the base body through bolts, wherein a transverse groove and a longitudinal groove are respectively formed between the top end of the base body and the corresponding cover plate and between the bottom end of the base body and the corresponding cover plate, and transverse steel strands and longitudinal steel strands are respectively clamped in the transverse groove and the longitudinal groove.
Preferably, the fabricated support column is divided into j equal parts according to the length h 1 from top to bottom, and the bending moment calculation formula of the fabricated support column is as follows:
Wherein τ is the bending moment of the assembled support column; e is the elastic modulus of the assembled support column; i is the section inertia distance of the assembled support column; x k is the horizontal deflection of the k-th fabricated support column; x k-1 is the horizontal deflection of the k-1 th part of the fabricated support column; x k+1 is the horizontal deflection of the k+1st part of fabricated support column; and k.epsilon.2, j-1.
Preferably, a steel backing plate is arranged between the top steel tube concrete column and the bottom steel tube concrete column, a plurality of wing plates are arranged at the top end of the steel backing plate and surround the top steel tube concrete column, a cavity for clamping the plurality of top steel tube concrete columns is formed by the plurality of wing plates, the bottom steel tube concrete column is connected between two adjacent wing plates through high-strength bolts, and joint compound is filled at the joint of the top steel tube concrete column and the bottom steel tube concrete column;
the height ratio of the top steel tube concrete column to the bottom reinforced concrete column is 5:3, and the cross section of the bottom reinforced concrete column meets the square with the following requirements:
L≥2D (6)
Wherein L is the side length of the cross section of the reinforced concrete column at the bottom end, and D is the diameter of the cross section of the reinforced concrete column at the top end; the cross section diameter of the top steel tube concrete column is calculated and determined by a finite difference method.
Preferably, the top steel tube concrete column is a structure in which concrete is poured outside a steel tube, and polyaspartic acid cool resin is smeared on the surface of the steel tube;
The depth of the bottom reinforced concrete column embedded into the ground is more than or equal to 5m, the bottom reinforced concrete column is a structure of casting a concrete protection layer on a reinforcement cage, the reinforcement cage consists of transverse reinforcement and longitudinal reinforcement which are arranged in an array, a plurality of longitudinal ribbed reinforcement are inserted into the reinforcement cage, the transverse reinforcement and the longitudinal reinforcement are connected in a binding way, the distance between the longitudinal reinforcement is less than or equal to 0.2m, the distance between the transverse reinforcement layers is less than or equal to 0.3m, and the thickness of the concrete protection layer is more than or equal to 0.05m;
A steel gasket is arranged at the top end of the reinforced concrete column at the bottom end, a threaded hole is formed in the position, corresponding to the longitudinal ribbed steel bar, of the steel gasket, the top end of the longitudinal ribbed steel bar is in threaded connection with the threaded hole and extends out of the threaded hole, and the extending length of the longitudinal ribbed steel bar is 0.5m;
The number of the longitudinal ribbed bars is determined according to the following formula:
Wherein m is the number of longitudinal ribbed bars, τ is the bending moment of the fabricated support column, f y is the yield strength of the longitudinal ribbed bars, B s is the cross-sectional area of the longitudinal ribbed bars, h 0 is the cross-sectional height of the fabricated support column, and a' s is the thickness of the concrete protective layer.
Preferably, a plurality of pre-stressed anchor cables are uniformly fixed on the top end steel pipe concrete column from top to bottom, and the plane formed by the pre-stressed anchor cables is vertical to the plane where the blocking net main body is positioned;
The prestressed anchor cable is anchored on the ground beam, and the ground beam is reversely anchored in the mountain.
The invention has the following beneficial effects:
1. The high-energy impact protection function can be realized by adjusting the height of the blocking net main body, the yield elongation and the breaking elongation of materials, breaking through the protection energy level of the traditional flexible blocking net;
2. The assembly type support columns are arranged, and the high-strength bolts are adopted to connect the top-end steel tube concrete column and the bottom-end reinforced concrete column, so that the bottom-end reinforced concrete column can be replaced and recycled;
3. The height of the top steel tube concrete column can be increased by increasing the height of the bottom steel tube concrete column. The opposite pulling plates are adopted to realize the connection between the blocking net main body and the hillside, so that the blocking net replacement function after the impact of the collapse rock can be realized;
4. By calculating the spacing and the number of the transverse steel strands, the blocking protection structure can realize the protection of high-energy impact under the conditions that the height of the blocking net main body is more than or equal to 6m, the yield elongation of the blocking net main body is more than or equal to 0.2 percent and the breaking elongation is more than or equal to 20 percent;
5. Based on analysis of the impact characteristics of falling rocks, the pre-stressed anchor cables distributed at different intervals are arranged, and the number of the pre-stressed anchor cables is designed in advance, so that the stability of the whole assembly type support pile is ensured.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
FIG. 1 is a schematic view of an installation structure of an assembled blocking net protective structure suitable for a falling stone impact energy level of 5000 KJ;
FIG. 2 is a schematic view of a T-shaped fastener of the present invention adapted for use with an assembled barrier net protective structure having a 5000KJ falling rock impact energy level;
fig. 3 is a schematic structural view of a cross fastener of the assembled blocking net protective structure suitable for a falling stone impact energy level of 5000 KJ.
Wherein: 1. a blocking net body; 11. transverse steel strands; 12. longitudinal steel strand; 2. a fabricated support column; 21. a top steel pipe concrete column; 22. a reinforced concrete column at the bottom end; 3. a pair of pull plates; 4. reverse pre-stress anchor cable; 5. pre-stress anchor cables; 6. a T-shaped fastener; 61. a cutting sleeve; 62. u-shaped connecting fork lugs; 63. a lock nut; 64. a compression nut; 65. a wedge-shaped snap ring; 66. wedge-shaped cutting ferrule; 7. cross-shaped fasteners.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application more apparent, the embodiments of the present application will be further described in detail below with reference to the accompanying drawings and examples. It should be understood that the detailed description and specific examples, while indicating the embodiment of the application, are intended for purposes of illustration only and are not intended to limit the scope of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application. Examples of the embodiments are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements throughout or elements having like or similar functionality.
It should be noted that the terms "comprises" and "comprising," along with any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or server that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed or inherent to such process, method, article, or apparatus, but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
Like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.
In the description of the present invention, it should be noted that, directions or positional relationships indicated by terms such as "upper", "lower", "inner", "outer", etc., are directions or positional relationships based on those shown in the drawings, or those that are conventionally put in use, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or elements to be referred to must have a specific direction, be constructed and operated in a specific direction, and thus should not be construed as limiting the present invention.
In the description of the present invention, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "mounted," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
The invention is designed for developing a replaceable assembled blocking net protective structure suitable for high-energy falling stone impact so as to realize high-position collapse Dan Pin and severe scenes with large impact energy: as shown in fig. 1-3, an assembled blocking net protective structure suitable for a 5000KJ falling stone impact energy level comprises a blocking net main body 1 arranged between hillsides on two sides of a channel, and a plurality of assembled support columns 2 with the top ends connected with the blocking net main body 1, wherein each assembled support column 2 comprises a top end steel tube concrete column 21 and a bottom end reinforced concrete column 22, the blocking net main body 1 is fixed on the top end steel tube concrete column 21, the bottom end of the top end steel tube concrete column 21 is assembled and connected with the top end of the bottom end reinforced concrete column 22 through a high-strength bolt, the bottom end reinforced concrete column 22 is embedded in the bottom end of the mountain, and the arranged assembled support columns 2 can realize the functions of easy maintenance and replacement of the structure.
The height of the blocking net main body 1 is more than or equal to 6m, the yield elongation of the blocking net main body 1 is more than or equal to 0.2%, the breaking elongation of the blocking net main body 1 is more than or equal to 20%, and the impact energy resistance of the traditional passive protective net can be broken through, so that the blocking net protective structure can be suitable for the protection of high-energy impact, the overall protective height is 3-5 times that of the common passive protective net, and the protective effect on mountain is greatly improved.
In this embodiment, parameters of the fabricated support column 2, such as the length of the fabricated support pile 43m, the length of the concrete filled steel tube cantilever section 28m, the length of the fixed section 15m, the pile section 2.0x3.0m, the pile top 16 rows of anchor cables, and the design load of the anchor cables 100kN, can be determined through trial calculation. And (3) calculating: the maximum bending moment of the support pile is 76734.40kN.m, the maximum shearing force is 5898.7064kN, the pile top displacement is 0.041m, 108 vertical phi 32mm main ribs are arranged in the range of the long side of the single side of the support pile, 12 vertical phi 32mm main ribs are arranged on the short side of the support pile, and the transverse allowable bearing capacity of the pile is 9000kPa, so that the requirements are met.
The blocking net main body 1 is a grid structure formed by a plurality of crisscross transverse steel strands 11 and a plurality of longitudinal steel strands 12, and the transverse steel strands 11 and the longitudinal steel strands 12 are connected through fasteners; two ends of the transverse steel strand 11 pass through the top steel tube concrete column 21 and are respectively and vertically connected with the slope surfaces of hillsides at two sides of the channel through the opposite pulling plate 3 and the reverse pre-stress anchor cable 4 in sequence; the transverse steel strand 11 and the longitudinal steel strand 12 are made of NPR steel.
In this embodiment, the opposite pull plates 3 are fixed on an ascending slope, and multiple bundles of transverse steel strands 11 can be anchored on each opposite pull plate 3. In order to achieve the fixing and pulling effect of the transverse steel strands 11 when the plurality of transverse steel strands 11 are fixed on the pulling plate 3, the following number of the reverse pre-stressed anchor cables 4 can be set: the ratio of the number of the reverse pre-stressed anchor cables 4 on the two sides of each pair of pull plates 3 to the number of the transverse steel strands 11 is more than or equal to 0.3, and the ratio of the height of each pair of pull plates 3 above the slope to the height below the slope is less than or equal to 7.4.
The distance between two adjacent transverse steel strands 11 is determined according to the design impact energy calculation, and the vertical steel strand arrangement distance is determined according to the transverse steel strand 11 arrangement distance, namely, the distance between the vertical steel strands 12 is limited, so that the situation that mountain collapse and collapse stones pass through gaps between the strands due to larger distance can be avoided. In addition, in order to fully consider the correspondence between the spacing between the vertical steel strands 12 and the falling rocks, calculation and analysis can be performed on the same, so that the spacing between the arranged adjacent vertical steel strands 12 satisfies the falling rocks protection in the corresponding setting scene.
The spacing between two adjacent bundles of vertical steel strands 12 satisfies the following relationship:
Wherein h is the interval between two adjacent transverse steel strands 11; n is the number of transverse steel strands 11; v is the equivalent volume of the falling rocks;
When the energy of falling rocks falling from the slope of a mountain (including rolling, sliding, bouncing and the like) is researched, the energy is converted into the energy under the condition of falling rocks falling freely according to the pre-calculated and practical scene test experience values, namely the vertical height equivalent value of the slope of the mountain is converted, so that the value of the height of the slope of the mountain is replaced.
The transverse steel strand 11 and the longitudinal steel strand 12 have high yield strength and high uniform elongation, and the stress deformation process mainly comprises the following three stages: an elastic phase, a plastic phase and a breaking phase. When the transverse steel strand 11 initially applies pretightening force F 1, the transverse steel strand 11 of the blocking net is in an elastic stage; when the transverse steel strands 11 of the blocking net are impacted by the collapse rocks, the transverse steel strands 11 of the blocking net start to transition from an elastic stage to a plastic stage, namely, a stage from a pre-tightening force F 1 which is applied to the blocking net to a critical force F 2 which is yielded; when the transverse steel strands 11 of the blocking net reach the yield critical force F 2 after being impacted by the collapse and falling stones, the transverse steel strands 11 of the blocking net are subjected to plastic deformation, and the impact of falling stones can only reach the plastic deformation stage of the transverse steel strands 11 of the blocking net to the maximum through the analysis and the arrangement of the blocking net.
The main energy conversion during the whole process of the impact of the falling stone on the blocking net body 1 and stopping is: the gravitational potential energy of the collapse rock is converted into kinetic energy and is impacted to the blocking net main body 1, the blocking net main body 1 has good extensibility, and the expansion work absorbs the impact energy and stops.
Through fully considering the falling rocks and mountain conditions of the setting position of the blocking protection structure, according to the characteristics of the transverse steel strands 11, different parameters of an elastic stage and a plastic stage are considered, the number of the transverse steel strands 11 to be set is finally obtained, and according to the number of the transverse steel strands 11 to be set and the falling rocks, the spacing between the adjacent transverse steel strands 11 is finally obtained. According to the blocking net arranged at intervals between the corresponding transverse steel strands 11, high-energy protection under the conditions of preset falling rocks and mountain bodies can be achieved.
And the number n of transverse strands 11 satisfies the following relationship:
MgH≤n(W1+W2) (2)
W1＝F2×L×Δ1-F1×L×Δ0 (3)
W2＝F2×L×(Δ2-Δ1) (4)
Wherein M is the mass of falling rocks; g is gravity acceleration; h is the height difference from the falling rock collapse position to the contact position of the collision impact blocking net main body 1; w 1 is the elastic stage work of the single transverse steel strand 11; w 2 is the plastic stage work of the single transverse steel strand 11; f 1 is the pretightening force applied to the single transverse steel strand 11; f 2 is the yield critical force of the single transverse steel strand 11; l is the length of a single transverse steel strand 11; Δ 0 is the pretightening stretching rate of the single transverse steel strand 11; Δ 1 is the yield elongation of the single transverse strand 11; Δ 2 is the plastic deformation elongation of the single transverse strand 11.
The value of the F 1 pretightening force can be selected from different application scenes, and F 1(0≤F1 is less than or equal to 350 kN). The equivalent volume V of the falling rocks and the specific numerical value of the mass M of the falling rocks can be set according to historical data in an application scene, and meanwhile, the threshold degree born by the blocking structure is considered to perform active or conservative calculation.
Meanwhile, the number of the reverse pre-stress anchor cables 4, the number of the transverse steel strands 11 and the thickness of the pulling plate 3 are limited, so that the pulling plate 3 can be ensured to have good fixing and pulling effects on the transverse steel strands 11 all the time. After being impacted by collapsed falling rocks, the opposite pulling plate 3 can be detached, the replacement of the transverse steel stranded wires 11 is realized, and the structural size of the opposite pulling plate 3 is subjected to steel bar configuration and section size design according to the stress of the blocking net and the anchoring force of the reverse anchoring mountain.
The above parameters are determined in this embodiment by trial calculations as follows: firstly, setting an initial size, then, carrying out reinforcement and finally checking. In a certain case, the cross section of the pulling plate 3 is 1.0m high, 0.95m wide, the thickness above the ground is 2.2m, and the thickness below the ground is 0.3m, then the positive cross section bending reinforcement calculation is carried out on the pulling plate 3, the inclined cross section bearing capacity calculation is carried out after the reinforcement is finished, the punching bearing capacity calculation is carried out on the pulling plate 3, and if the calculation passes, the requirement is met. If the checking calculation is not passed, the checking calculation is continued, and if the safety redundancy is too high, the size and the reinforcement are reduced.
The fastener comprises a T-shaped fastener 6 and a cross-shaped fastener 7, wherein the T-shaped fastener 6 and the cross-shaped fastener 7 are made of NPR alloy steel; the T-shaped fastener 6 is used for connecting the set bundle of transverse steel strands 11 at the top with the intersected single Shu Shuxiang steel strands and connecting the set bundle of transverse steel strands 11 at the bottom with the intersected single Shu Shuxiang steel strands; the cross-shaped fastener 7 is used for connecting a single transverse steel strand 11 positioned between a set transverse steel strand 11 positioned at the connecting top and a set transverse steel strand 11 positioned at the bottom with a crossed single Shu Shuxiang steel strand; the beam is set to be at least two beams.
The T-shaped fastener 6 comprises a clamping sleeve 61 for penetrating through a set bundle of transverse steel strands 11 at the top or a set bundle of transverse steel strands 11 at the bottom, a U-shaped connecting fork lug 62 with one end connected with the clamping sleeve 61 and a wedge-shaped assembly connected with the other end of the U-shaped connecting fork lug 62, wherein the wedge-shaped assembly comprises a wedge-shaped clamping sleeve 6661 with one end connected with the outer wall of the U-shaped connecting fork lug 62 through a locking nut 63, a wedge-shaped cavity is formed in the inner part of one end, far away from the U-shaped connecting fork lug 62, of the wedge-shaped clamping sleeve 6661, a wedge-shaped clamping ring 65 is axially and slidably arranged in the wedge-shaped cavity, and a vertical steel strand is clamped in the wedge-shaped clamping ring 65; the U-shaped connecting fork lug 62 stretches into the wedge-shaped clamping sleeve 6661 and is in pressure connection with the wedge-shaped clamping ring 65 through the compression nut 64, and the compression nut 64 is fixedly connected with the outer circumference side of the vertical steel strand passing through the wedge-shaped clamping ring 65; when the wedge assembly is used for fixing the longitudinal steel strands 12, one end of the longitudinal steel strands 12 is fixed through the compression nut 64, and then the wedge-shaped clamping sleeve 6661 is matched with the locking nut 63 to extrude the wedge-shaped clamping ring 65, so that the wedge-shaped clamping ring 65 and the longitudinal steel strands 12 are clamped and fixed.
The cross fastener 7 comprises a base body and cover plates arranged at the upper end and the lower end of the base body through bolts, wherein transverse grooves and longitudinal grooves are respectively formed between the top end of the base body and the corresponding cover plate, and between the bottom end of the base body and the corresponding cover plate, and transverse steel stranded wires 11 and longitudinal steel stranded wires 12 are respectively clamped in the transverse grooves and the longitudinal grooves. When the transverse steel strand 11 and the longitudinal steel strand 12 are fixed through the cross fastener, the transverse steel strand 11 and the longitudinal steel strand 12 are respectively placed in the transverse grooves and the longitudinal grooves on two sides of the base body, then the two cover plates are covered on two sides of the base body, and the cover plates and the base body are fixed through bolts, so that the fixing of the transverse steel strand 11 and the longitudinal steel strand 12 is completed.
Dividing the assembled support column 2 into j equal parts according to the length h 1 of each section from top to bottom, and calculating the bending moment of the assembled support column 2 according to the following formula:
Wherein τ is the bending moment of the assembled support column 2; e is the elastic modulus of the assembled support column 2; i is the section inertia distance of the assembled support column 2; x k is the horizontal deflection of the k-th fabricated support column 2; x k-1 is the horizontal deflection of the k-1 th part of the fabricated support column 2; x k+1 is the horizontal deflection of the k+1st part of fabricated support column 2; and k.epsilon.2, j-1.
Bending moment of the assembled support pile can also be obtained by adopting finite element simulation;
A steel backing plate is arranged between the top steel tube concrete column 21 and the bottom steel tube concrete column 22, a plurality of wing plates are arranged at the top end of the steel backing plate and surround the top steel tube concrete column 21, a cavity for clamping the plurality of top steel tube concrete columns 21 is formed by the plurality of wing plates, the bottom steel tube concrete column 22 is connected between two adjacent wing plates through high-strength bolts, and a joint compound is filled at the joint of the top steel tube concrete column 21 and the bottom steel tube concrete column 22; the height ratio of the top steel tube concrete column 21 to the bottom steel bar concrete column 22 is 5:3, and the cross section of the bottom steel bar concrete column 22 meets the following square requirements:
L≥2D (6)
wherein L is the cross section side length of the bottom reinforced concrete column 22, and D is the cross section diameter of the top steel tube concrete column 21;
the cross-sectional size of the top steel tube concrete column 21 is calculated and determined by a finite difference method according to the impact force transmitted to the top steel tube concrete column 21 by the transverse steel strand 11.
The top steel pipe concrete column 21 is a structure in which concrete is poured outside a steel pipe, and polyaspartic acid cool resin is smeared on the surface of the steel pipe;
The depth of the bottom reinforced concrete column 22 embedded into the ground is more than or equal to 5m, the bottom reinforced concrete column 22 is a structure of casting a concrete protection layer on a reinforcement cage, the reinforcement cage is composed of transverse reinforcement and longitudinal reinforcement which are arranged in an array, a plurality of longitudinal ribbed reinforcement are inserted into the reinforcement cage, the transverse reinforcement and the longitudinal reinforcement are connected in a binding way, the longitudinal reinforcement distance is less than or equal to 0.2m, the transverse reinforcement layer distance is less than or equal to 0.3m, and the thickness of the concrete protection layer is more than or equal to 0.05m;
The top end of the bottom reinforced concrete column 22 is provided with a steel gasket, a threaded hole is formed in the position, corresponding to the longitudinal ribbed steel bar, of the steel gasket, the top end of the longitudinal ribbed steel bar is in threaded connection with the threaded hole and extends out of the threaded hole, and the extending length of the longitudinal ribbed steel bar is 0.5m;
The number of the longitudinal ribbed bars is determined according to the following formula:
Wherein m is the number of longitudinal ribbed bars, τ is the bending moment of the fabricated support column 2, f y is the yield strength of the longitudinal ribbed bars, B s is the cross-sectional area of the longitudinal ribbed bars, h 0 is the cross-sectional height of the fabricated support column 2, and a' s is the thickness of the concrete protection layer.
A plurality of pre-stressed anchor cables 5 are uniformly fixed on the upper 1/2 section of the cantilever end of the top steel tube concrete column 21, and the plane formed by the pre-stressed anchor cables 5 is vertical to the plane of the blocking net main body 1;
The total number of prestressed anchorage cables 5 is calculated by the following formula:
x＝n/5 (8)
where x is the total number of prestressed anchor cables 5 and n is the total number of transverse steel strands.
The prestressed anchor cable 5 is anchored in the mountain, and the prestressed anchor cable 5 mainly has the function of providing resistance for the supporting piles when the collapse rock impacts the blocking net.
In the embodiment, the total length of the assembled support pile is 13m, 10 pre-stressed anchor cables 5 are distributed from top to bottom, and the interval between the adjacent pre-stressed anchor cables 5 is 0.8m.
The construction method comprises the following steps:
S1, mounting an assembled support column 2:
s11, pouring a bottom reinforced concrete column 22:
Based on the arrangement of the assembled supporting pile array, a pile well is excavated below a mountain, a reinforcement cage is bound in the pile well, longitudinal ribbed steel bars are inserted into the reinforcement cage, a steel gasket is placed in the center of the top end of the reinforcement cage, threaded holes in the steel gasket penetrate through the longitudinal ribbed steel bars, and then a concrete protection layer is poured;
s21, pouring a top end steel tube concrete column 21:
Firstly, coating polyaspartic acid cool resin outside a steel pipe, and then placing the steel pipe into a mold for pouring;
s22, assembling a bottom reinforced concrete column 22 and a top steel tube concrete column 21:
Placing the top end steel tube concrete column 21 on a steel gasket, enabling longitudinal ribbed steel bars to be inserted into the steel tube, then welding wing plates on the steel gasket around the top end steel tube concrete column 21, and connecting the bottom end reinforced concrete through a steel backing plate by means of high-strength bolts;
S2, drilling holes in the mountain slope, placing reverse pre-stress anchor cables 4, fixing the opposite pulling plates 3 on the mountain slope corresponding to the reverse pre-stress anchor cables 4, and connecting the reverse pre-stress anchor cables 4 with one sides of the opposite pulling plates 3;
s3, preparing a blocking net body:
S31, connecting the transverse steel strands 11 to the other side of the counter plate 3 after penetrating through the top steel tube concrete column 21;
S32, arranging longitudinal steel strands 12 along the transverse steel strands 11, and connecting the crossed transverse steel strands 11 and the longitudinal steel strands 12 by using fasteners;
And S4, connecting a pre-stressed anchor cable 5 on the top steel tube concrete column 21, and anchoring by means of a ground beam.
Therefore, the assembled blocking net protection structure with the structure and suitable for the 5000KJ falling stone impact energy level is adopted, and the top steel tube concrete column and the bottom reinforced concrete column are connected through the assembled support columns and the high-strength bolts, so that the bottom reinforced concrete column can be replaced and recycled.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention and not for limiting it, and although the present invention has been described in detail with reference to the preferred embodiments, it will be understood by those skilled in the art that: the technical scheme of the invention can be modified or replaced by the same, and the modified technical scheme cannot deviate from the spirit and scope of the technical scheme of the invention.
Claims (10)
1. Be suitable for 5000KJ falling rock impact energy level's assembled blocking net protective structure, its characterized in that: including setting up the many assembled support columns that block between hillside of channel both sides net main part, top and block net main part and be connected, assembled support column includes top steel core concrete column and bottom reinforced concrete column, is fixed with on the top steel core concrete column and blocks the net main part, and the top of top steel core concrete column is assembled with the top of bottom reinforced concrete column through the high strength bolt and is connected, and the bottom reinforced concrete column is pre-buried in the mountain bottom.
2. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 1, wherein: the height of the blocking net main body is more than or equal to 6m, the yield elongation of the blocking net main body is more than or equal to 0.2%, and the breaking elongation of the blocking net main body is more than or equal to 20%.
3. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 2, wherein: the blocking net body is a grid structure formed by a plurality of crisscrossed transverse steel strands and a plurality of longitudinal steel strands, and the transverse steel strands and the longitudinal steel strands are connected through fasteners;
two ends of the transverse steel strand penetrate through the top steel tube concrete column and are respectively and vertically connected with the slope surfaces of hillsides at two sides of the channel through opposite pulling plates and reverse pre-stress anchor cables in sequence;
the transverse steel strand and the longitudinal steel strand are both made of NPR steel.
4. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 3, wherein: the spacing between two adjacent transverse steel strands meets the following relation:
Wherein h is the interval between two adjacent transverse steel strands; n is the number of transverse steel strands; v is the equivalent volume of the falling rocks;
And the number n of the transverse steel strands satisfies the following relationship:
MgH≤n(W1+W2) (2)
W1＝F2×L×Δ1-F1×L×Δ0 (3)
W2＝F2×L×(Δ2-Δ1) (4)
Wherein M is the mass of falling rocks; g is gravity acceleration; h is the height difference from the falling rock collapse position to the contact position of the collision impact blocking net main body; w 1 is the elastic stage work of a single transverse steel strand; w 2 is the plastic stage work of a single transverse steel strand; f 1 is the pretightening force applied to the single transverse steel strand; f 2 is the yield critical force of the single transverse steel strand; l is the length of a single transverse steel strand; Δ 0 is the pretension and elongation of a single transverse steel strand; Δ 1 is the yield elongation of a single transverse steel strand; Δ 2 is the plastic deformation elongation of a single transverse strand.
5. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 3, wherein: the fasteners comprise T-shaped fasteners and cross-shaped fasteners, and the T-shaped fasteners and the cross-shaped fasteners are made of NPR alloy steel;
the T-shaped fastener is used for connecting a set bundle of transverse steel strands at the top with a crossed single Shu Shuxiang steel strand and connecting a set bundle of transverse steel strands at the bottom with a crossed single Shu Shuxiang steel strand;
The cross-shaped fastener is used for connecting a single transverse steel strand positioned between a set transverse steel strand positioned at the connecting top and a set transverse steel strand positioned at the bottom with a crossed single Shu Shuxiang steel strand;
The beam is set to be at least two beams.
6. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 5, wherein: the T-shaped fastener comprises a clamping sleeve for penetrating through a set bundle of transverse steel strands at the top or a set bundle of transverse steel strands at the bottom, a U-shaped connecting fork lug with one end connected with the clamping sleeve and a wedge-shaped assembly connected with the other end of the U-shaped connecting fork lug, wherein the wedge-shaped assembly comprises a wedge-shaped clamping sleeve with one end connected with the outer wall of the U-shaped connecting fork lug through a locking nut, a wedge-shaped hole cavity is formed in the inner part of the wedge-shaped clamping sleeve far away from one end of the U-shaped connecting fork lug, a wedge-shaped clamping ring is axially arranged in the wedge-shaped hole cavity in a sliding manner, and a vertical steel strand is clamped in the wedge-shaped clamping ring; the U-shaped connecting fork lug stretches into the wedge-shaped clamping sleeve and is in pressure connection with the wedge-shaped clamping ring through a compression nut, and the compression nut is fixedly connected with the outer circumferential side of the vertical steel strand passing through the wedge-shaped clamping ring;
The cross fastener comprises a base body and cover plates arranged at the upper end and the lower end of the base body through bolts, wherein a transverse groove and a longitudinal groove are respectively formed between the top end of the base body and the corresponding cover plate and between the bottom end of the base body and the corresponding cover plate, and transverse steel strands and longitudinal steel strands are respectively clamped in the transverse groove and the longitudinal groove.
7. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 1, wherein: dividing the assembled support column into j equal parts according to the length h 1 of each section from the top to the bottom, wherein the bending moment calculation formula of the assembled support column is as follows:
Wherein τ is the bending moment of the assembled support column; e is the elastic modulus of the assembled support column; i is the section inertia distance of the assembled support column; x k is the horizontal deflection of the k-th fabricated support column; x k-1 is the horizontal deflection of the k-1 th part of the fabricated support column; x k+1 is the horizontal deflection of the k+1st part of fabricated support column; and k.epsilon.2, j-1.
8. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 7, wherein: a steel backing plate is arranged between the top steel tube concrete column and the bottom steel tube concrete column, a plurality of wing plates are arranged at the top end of the steel backing plate and surround the top steel tube concrete column, a cavity for clamping the plurality of top steel tube concrete columns is formed by the plurality of wing plates, the bottom steel tube concrete column is connected between two adjacent wing plates through high-strength bolts, and a joint mixture is filled at the joint of the top steel tube concrete column and the bottom steel tube concrete column;
the height ratio of the top steel tube concrete column to the bottom reinforced concrete column is 5:3, and the cross section of the bottom reinforced concrete column meets the square with the following requirements:
L≥2D (6)
Wherein L is the side length of the cross section of the reinforced concrete column at the bottom end, and D is the diameter of the cross section of the reinforced concrete column at the top end; the diameter of the cross section of the top steel tube concrete column is determined by adopting a finite difference method.
9. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 8, wherein: the top steel tube concrete column is a structure in which concrete is poured outside a steel tube, and polyaspartic acid cool resin is smeared on the surface of the steel tube;
The depth of the bottom reinforced concrete column embedded into the ground is more than or equal to 5m, the bottom reinforced concrete column is a structure of casting a concrete protection layer on a reinforcement cage, the reinforcement cage consists of transverse reinforcement and longitudinal reinforcement which are arranged in an array, a plurality of longitudinal ribbed reinforcement are inserted into the reinforcement cage, the transverse reinforcement and the longitudinal reinforcement are connected in a binding way, the distance between the longitudinal reinforcement is less than or equal to 0.2m, the distance between the transverse reinforcement layers is less than or equal to 0.3m, and the thickness of the concrete protection layer is more than or equal to 0.05m;
A steel gasket is arranged at the top end of the reinforced concrete column at the bottom end, a threaded hole is formed in the position, corresponding to the longitudinal ribbed steel bar, of the steel gasket, the top end of the longitudinal ribbed steel bar is in threaded connection with the threaded hole and extends out of the threaded hole, and the extending length of the longitudinal ribbed steel bar is 0.5m;
The number of the longitudinal ribbed bars is determined according to the following formula:
Wherein m is the number of longitudinal ribbed bars, τ is the bending moment of the fabricated support column, f y is the yield strength of the longitudinal ribbed bars, B s is the cross-sectional area of the longitudinal ribbed bars, h 0 is the cross-sectional height of the fabricated support column, and a' s is the thickness of the concrete protective layer.
10. The assembled blocking net protective structure applicable to the impact energy level of 5000KJ according to claim 1, wherein: a plurality of prestressed anchor cables are uniformly fixed on the top end steel pipe concrete column from top to bottom, and the plane formed by the plurality of prestressed anchor cables is vertical to the plane where the blocking net main body is positioned;
The prestressed anchor cable is anchored on the ground beam, and the ground beam is reversely anchored in the mountain.
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| CN202410129549.4A CN118065267A (en) | 2024-01-30 | 2024-01-30 | Assembled blocking net protection structure suitable for 5000KJ falling stone impact energy level |
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| CN202410129549.4A CN118065267A (en) | 2024-01-30 | 2024-01-30 | Assembled blocking net protection structure suitable for 5000KJ falling stone impact energy level |
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