CN112962631A - Slope reinforcement system and reinforcement method thereof - Google Patents
Slope reinforcement system and reinforcement method thereof Download PDFInfo
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- CN112962631A CN112962631A CN202110168183.8A CN202110168183A CN112962631A CN 112962631 A CN112962631 A CN 112962631A CN 202110168183 A CN202110168183 A CN 202110168183A CN 112962631 A CN112962631 A CN 112962631A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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Abstract
A slope reinforcement system and a reinforcement method thereof comprise a frame beam which is poured on a slope and is in a grid shape with transverse and longitudinal phases, and a plurality of anchor rod bodies which penetrate through the frame beam, wherein one ends of the anchor rod bodies extend into anchor holes, the other ends of the anchor rod bodies extend out of the frame beam and are connected with a damping device, the damping device comprises a spring assembly which is sleeved on the outer side of the anchor rod bodies, anchor heads are arranged at the tops of the spring assembly, and fixing pieces which are fixed on the frame beam are sleeved outside the anchor rod bodies and the anchor heads; the anchor head with the stock body swing joint, through sliding the anchor head is in the position on the stock body can adjust the flexible volume of spring unit, and then adjusts the anchor power that adds in advance of the stock body. Not only can survive the effect of great earthquake instantaneous load and make the slope more firm avoid suffering destruction, simultaneously, the stock body has stronger self-adaptation deformability, and the stock component can not suffer destruction easily behind the antidetonation energy dissipation.
Description
Technical Field
The invention relates to the technical field of slope reinforcement, in particular to a slope reinforcement system and a slope reinforcement method.
Background
In the earthquake-proof design of the side slope, the earthquake mainly acts on the side slope structure in two aspects of additional earthquake force and displacement, and in order to reduce the influence of the earthquake action on the side slope, an anchor rod supporting system is often adopted to reinforce the side slope. The anchor bolt support is one kind of reinforcing member for rock and soil anchoring engineering, and has one drilled hole, one end of steel bar inserted into rock body to certain depth and grouting to the drilled hole, the grouting body adhered to the rock body and the other end locked with fastening nut. After the reinforcing of anchor bolt supporting system, the outer layer earthing rock mass that is weak, not hard up, unstable can rely on the pulling force that the stock provided to keep stable. However, in the slope reinforcement system in the prior art, when the slope reinforcement system is subjected to medium-high shock, the adaptive deformation capability of the yielding anchor rod is poor; when a large instantaneous earthquake force is applied, the anchor rod member is easy to break and damage, so that the anti-overturning capability of the slope reinforcement system is poor, and the slope is damaged by instability.
For example, chinese patent CN206752463U discloses an anti-seismic and energy-dissipation structure of anchor rod, which provides an anchor rod of tensile structure, and the reinforcing steel bars of the anchor rod are connected with anti-seismic and energy-dissipation members through reinforcing steel bar connectors, and the anti-seismic and energy-dissipation members are composed of front-end reinforcing steel bars, steel springs and anchor heads which are connected into a whole. Under the action of dynamic loads such as earthquakes, the steel spring is instantaneously pulled to deform, energy is stored, the influence of the dynamic loads is reduced, and meanwhile certain constraint on the rock-soil body is released, so that the rock-soil body is in an active state, and the tension of the anchor rod is reduced. The anchor rod with the diameter of 32mm is preliminarily determined to be used as a research object, the yield strength of the anchor rod with the diameter of 32mm is 500MPa, the maximum tension of the anchor rod is about 400kN through calculation, and the working load of the energy dissipation component cannot be lower than 400 kN. When 400kN is used as an energy dissipation component to design load, the external diameter size of the energy dissipation component can reach 3250mm, the energy dissipation component is arranged at the node position of a frame beam in the construction process, the node position of the frame beam is about 300mm multiplied by 300mm in general condition, and the energy dissipation structural component exceeds the size range of the node position of the frame beam, so that the weight of a device system of the whole anchor rod is overlarge, the device system is not favorable for field construction and installation, and when the tensile force borne by the anchor rod is greater than the working limit load of a spring, the spring can lose elasticity, is in a plastic deformation state and even can be broken, and the anti-seismic and energy dissipation effects can not be well played. Especially the position of the connecting point of the steel bars, once the connecting point is broken, the whole anchor bolt supporting system fails, and the loss caused by the failure is not negligible.
When the medium-intensity earthquake acts, the adaptive deformation capability of the yielding anchor rod is poor, and when the medium-intensity earthquake acts, the anchor rod component is easy to break and damage, so that the anti-overturning capability of the slope reinforcement system is insufficient, and the slope is damaged by instability.
Therefore, how to provide a slope reinforcement system can withstand the action of larger earthquake instantaneous load to ensure that the slope is more stable and is prevented from being damaged, and the slope reinforcement system has very important significance and great commercial application prospect.
Disclosure of Invention
The invention aims to: aiming at the problems that the pressure-yielding anchorage devices in the prior art have poor self-adaptive large deformation capacity and poor side slope anti-overturning capacity under the action of large load, the side slope reinforcing system and the reinforcing method thereof are provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a slope reinforcement system comprises a frame beam which is poured on a slope and is in a grid shape with transverse and longitudinal phases, and is characterized by further comprising a plurality of anchor rod bodies which penetrate through the frame beam, wherein one ends of the anchor rod bodies penetrate through a slope sliding layer and extend into anchor holes of a slope bed rock layer, and cement slurry is injected into the anchor holes of the slope bed rock layer so as to fixedly connect the anchor rod bodies with the slope bed rock layer; the other end of the anchor rod body extends out of the frame beam and is connected with a damping device, the damping device comprises a spring assembly sleeved on the outer side of the anchor rod body, an anchor head is arranged at the top of the spring assembly, and a fixing part fixed on the frame beam is sleeved outside the anchor rod body and the anchor head; the anchor head with the stock body swing joint, through sliding the anchor head is in the position on the stock body can adjust the flexible volume of spring unit, and then adjusts the anchor power that adds in advance of the stock body.
The invention provides a slope reinforcement system, which mainly comprises a frame beam, a plurality of anchor rod bodies penetrating through a slope sliding layer and extending into anchor holes fixed in a slope bed rock layer and a damping device, wherein under the action of instantaneous earthquake force, the slope sliding layer generates downward sliding force to push the frame beam to move in the direction vertical to a slope to generate deformation, and at the moment, the anchoring force pre-applied on the anchor rod bodies can offset the deformation energy of the slope sliding layer converted by earthquake energy. When the deformation exceeds a certain degree, the anchor rod body is fixedly connected to the slope foundation layer, and the spring assembly sleeved on the anchor rod body can adaptively adjust the deformation of the spring assembly according to different vibration loads to store earthquake energy into elastic energy for energy dissipation. After the earthquake action disappears, the elastic assembly releases the elastic potential energy stored in the elastic assembly to prevent the slope sliding layer from further deforming and restrain the slope surface of the side slope, so that the slope sliding layer of the side slope cannot be unstably damaged under the action of a strong earthquake. The anchor rod body has stronger self-adaptive deformability, and the anchor rod component cannot be easily damaged after earthquake resistance and energy dissipation.
Furthermore, the spring assembly comprises a plurality of disc springs, the disc springs are sleeved on the anchor rod body in a composite combination mode, and the composite combination mode is a combination mode shared by involution and superposition. The energy dissipation anchor rod in the prior art often has the size weight that sets up when bearing great load, the device system too big, area is too big, the installation is inconvenient, the safety in utilization low scheduling problem, adopts compound combination to combine together to closing with coincide two kinds of forms, not only can increase the bearing capacity of spring, can also increase the deflection of spring.
Further, a plurality of belleville spring divide into a plurality of groups of coincide spring part overlap in proper order the stock body, it is adjacent the orientation of coincide spring part is opposite, the coincide spring part is by 1 ~ 4 the structure that the belleville spring coincide formed. Due to the limitation of small size of the energy dissipation member, a plurality of large-diameter disc-shaped spring pieces cannot be used, and the requirement of bearing capacity of the energy dissipation member needs to be met, so that a combination mode of overlapping and involuting is adopted during calculation and design. However, when using a combination disc spring, the effect of the friction force on the stiffness of the disc spring must be taken into account. The friction force is related to the number of groups of combined disc springs, the number of sheets per stack, and also to the surface quality and lubrication of the disc springs. Due to the damping effect of the friction force, the rigidity of the superposed combined disc spring is larger than the theoretical calculated value, and the deformation of each plate of the superposed combined disc spring is gradually reduced. Theoretically, the rigidity of the energy dissipation member formed by combining 2 stacked plates and 10 stacked plates should be 5265N/mm. However, when the stiffness measurements were made, the actual stiffness of the energy dissipating member was found to be 6170N/mm. In this case, the number of the combined disc springs should not be too large, and a combined spring having a large diameter and a small number of the combined disc springs should be used as much as possible.
Preferably, a plurality of the belleville springs divide into 10 groups of overlapped spring parts and sequentially penetrate through the guide pipe, the adjacent overlapped spring parts are opposite in orientation, and the overlapped spring parts are structural parts formed by overlapping 2 belleville springs.
Further, the mounting is protecting sheathing, protecting sheathing is used for protecting damping device, the protecting sheathing outside is provided with the concrete piece. After the installation is used, the outside at protective housing covers there is the concrete in order to fix protective housing, seals damping device simultaneously, avoids damping device to receive external environment and destroys.
Further, the anchor head includes roof and bolt, the roof with the bolt passes the stock body in proper order, the roof with spring unit's top is connected, through the elasticity the bolt can be used to the roof with the swing joint of the stock body.
Furthermore, the damping device also comprises a bottom plate, a first through hole is formed in the bottom plate, a guide pipe of a hollow structural member is arranged above the first through hole, the guide pipe is communicated with the first through hole, and one end of the guide pipe is fixedly connected with the bottom plate; an elastic component is sleeved on the outer side of the guide pipe, a second through hole is formed in the top plate, and one end, far away from the bottom plate, of the guide pipe extends into the second through hole from the bottom of the top plate; the top surface of the end, far away from the bottom plate, of the guide pipe and the top surface of the second through hole are provided with intervals, and the intervals are used for providing a stroke when the guide pipe moves up and down. The bottom plate and the guide pipe are arranged to provide a limiting structure to protect the spring from plastic deformation and avoid the failure of the shock absorber.
Furthermore, a blocking body is arranged at the top of the second through hole of the top plate, and a gap is formed between the blocking body and one end, close to the top plate, of the guide pipe.
Furthermore, the outer wall of one end of the guide pipe is connected with the inner wall of the first through hole of the bottom plate.
Furthermore, a blocking body is arranged at the top of the second through hole of the top plate, and a gap is formed between the blocking body and one end, close to the top plate, of the guide pipe. Set up the fender body at the top of second through-hole and can make the stock more convenient stretch into damping device, avoid the stock to collide with the stand pipe when stretching into the second through-hole, bring some inconveniences for the installation, simultaneously, this limit structure can protect the spring to take place plastic deformation, avoids the bumper shock absorber inefficacy.
Furthermore, a shell which can be detachably connected is arranged outside the top plate and the bottom plate, and the shell is used for fixing the structural members between the top plate and the bottom plate into an integrated structural member.
Furthermore, the shell is a sleeve structural member, the inner wall of the shell is provided with threads, the outer wall of the bottom plate is provided with a thread structure matched with the inner wall of the shell, the top of the shell is provided with a top surface, the middle of the top surface is provided with a through hole, the through hole is used for penetrating through an anchor rod, when the shock-absorbing and energy-dissipating structural member is used, the bottom of the shell is sleeved with the bottom plate from the top plate downwards, the shell is fixed with the bottom plate through the threads, and meanwhile, the inner wall of the top surface of the shell is abutted to the top surface of the top plate. The setting of casing not only can be fixed the shock attenuation energy dissipation structure spare for the shock attenuation energy dissipation structure spare becomes integrated into one piece structure spare, can wholly pass the stock when installation shock attenuation energy dissipation structure spare, moreover, through screwing up the casing, the position of adjustment screw thread can be given and set up a prestressing force between roof and the bottom plate, makes in close contact with between the belleville spring.
Furthermore, the bearable load of the damping device is 50 kN-200 kN. When the circular spiral spring bears the load of more than 50kN in the prior art, the size of the circular spiral spring exceeds the size range of the frame beam node, the disc spring provided by the invention can bear the load of more than 50kN within the size range of the frame beam node, and the cost of the disc spring is overhigh and the economic benefit is not large due to the design of more than 200 kN.
Furthermore, the outer diameter of the damping device is less than or equal to 200 mm. Generally, the size of a frame beam node is about 300mm × 300mm, and when the damping device is installed at the position of the frame beam node, the outer diameter of the damping device is too large, so that the occupied area is too large, and inconvenience is brought to installation. Preferably, the outer diameter of the damping device is less than or equal to 150 mm.
Furthermore, the total free height of the plurality of disc springs is less than or equal to 200 mm. Through a large amount of researches of the inventor, the total height of the spring not only influences the size, the weight and the cost of the whole damping device, but also influences the convenience of installation, and the disc spring is too high, so that the damping device is too high, and the implementation of the later concrete closing process is not convenient.
Another object of the present invention is to provide a method for reinforcing the slope reinforcement system.
A reinforcing method of a slope reinforcing system comprises the following steps:
and 4, pouring a sealing concrete block on the outer formwork of the protective shell.
The invention provides a reinforcing method of a slope reinforcing system, which is simple to operate, convenient to construct and high in safety and usability.
Further, in step 2, will the first through-hole of bottom plate passes the one end that the anchor rod body kept away from the anchor eye in proper order, then overlaps the spring unit in proper order and establishes on the stand pipe, later, will the roof passes the one end that the anchor rod body kept away from the anchor eye, through sliding the anchor head is in position on the anchor rod body is adjusted the anchor power that adds in advance of the anchor rod body is 2t ~ 3t to fasten the anchor rod body on the top surface of roof with the anchor head.
Further, in step 2, the spring assembly is sleeved on the top plate, the bottom of the shell is sequentially sleeved with the top plate and the spring assembly, the top surface of the shell is abutted to the top plate, then the shell is slid by rotating the shell and the relative position of the bottom plate, the pre-applied anchoring force between the top plate and the bottom plate is adjusted to be 2 t-3 t, then the integral structural member penetrates through one end, far away from the anchor hole, of the anchor rod body from the first through hole of the bottom plate, and the anchor rod body is fastened on the top surface of the top plate by the anchor head.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. the invention provides a slope reinforcement system, which mainly comprises a frame beam, a plurality of anchor rod bodies penetrating through a slope sliding layer and extending into anchor holes fixed in a slope bed rock layer and a damping device, wherein under the action of instantaneous earthquake force, the slope sliding layer generates downward sliding force to push the frame beam to move in the direction vertical to a slope to generate deformation, and at the moment, the anchoring force pre-applied on the anchor rod bodies can offset the deformation energy of the slope sliding layer converted by earthquake energy. When the deformation exceeds a certain degree, the anchor rod body is fixedly connected to the slope foundation layer, and the spring assembly sleeved on the anchor rod body can adaptively adjust the deformation of the spring assembly according to different vibration loads to store earthquake energy into elastic energy for energy dissipation. After the earthquake action disappears, the elastic assembly releases the elastic potential energy stored in the elastic assembly, so that the slope sliding layer can be prevented from further deformation, and the slope surface of the slope is restrained, and the slope sliding layer of the slope can not be unstably damaged under the action of a strong earthquake. The anchor rod body has stronger self-adaptive deformability, and the anchor rod component cannot be easily damaged after earthquake resistance and energy dissipation.
2. The damping device can bear larger load by using the plurality of disc springs as elastic elements and designing the arrangement contact mode among the disc springs, and the damping device has small geometric dimension and light weight, greatly reduces the occupied area of the damping device and is convenient to mount.
3. The invention provides a shock-absorbing device, wherein a plurality of disc springs are combined and arranged in a composite mode, the shock-absorbing device can bear 50 kN-200 kN of load by using the arrangement mode, and the elongation of an anchor rod is averagely reduced by about 30% under the action of a shock absorber. The geometric dimension of the damping device is controlled below 200mm, so that the weight of the whole damping device is greatly reduced, the cost is reduced, the occupied area is reduced, and the damping device is convenient to install.
Drawings
Fig. 1 is a schematic structural diagram of a slope system provided by the invention.
Fig. 2 is a partially enlarged view of the area a in fig. 1.
Fig. 3 is a schematic structural diagram of a frame beam poured on a slope in a grid shape with transverse and longitudinal spaces.
Figure 4 is a cross-sectional view of the shock absorbing device and the bolt body.
Fig. 5 is a cross-sectional view of the top and bottom plates and spring assembly of fig. 1.
Fig. 6 is a cross-sectional view of the base plate and guide tube.
Fig. 7 is a cross-sectional view of the base plate and guide tube.
FIG. 8 is a schematic structural view of a change in the reinforcement system when a slope slips.
Fig. 9 is a schematic structural view of a change of the slope anchoring system before and after the slope slips.
Fig. 10 is a sectional view of a slope calculation model in embodiment 6.
Fig. 11 is a time-dependent anchor rod axial force curve in example 6.
Icon: 1-a frame beam; 2-the anchor rod body; 3-side slope sliding layer; 4-slope bed rock stratum; 5-a disc spring; 6-a protective housing; 7-concrete block; 8-a top plate; 81-a second via; 9-bolt; 10-a base plate; 101-a first via; 102-a guide tube; 1021-a guide tube pathway; 11-a baffle; 12-frame beam node, 13-shell.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
As shown in fig. 1, fig. 2 and fig. 3, a slope reinforcement system includes a frame beam 1 poured on a slope and formed into a grid shape with longitudinal and transverse phases, and further includes a plurality of anchor rod bodies 2 arranged on the frame beam 1, wherein one ends of the anchor rod bodies 2 are arranged in a slope sliding layer 3 in a penetrating manner and extend into anchor holes of a slope bed rock layer 4, and cement slurry is injected into the anchor holes of the slope bed rock layer 4 to fixedly connect the anchor rod bodies 2 with the slope bed rock layer 4. The other end of the anchor rod body 2 extends out of the frame beam 1 and is connected with a damping device, the damping device comprises a spring assembly which is sleeved on the outer side of the anchor rod body 2, the spring assembly comprises a plurality of disc springs 5, the disc springs penetrate through the anchor rod body 2 in a composite combination mode, and the composite combination mode refers to a combination mode which is common in combination and superposition. A plurality of belleville spring 5 divide into a plurality of groups of coincide spring part suit in proper order in the stock body 2, it is adjacent the orientation of coincide spring part is opposite, the coincide spring part is by 2 the structure that belleville spring coincide formed.
As shown in fig. 4 and 5, the spring assembly top is equipped with the anchor head, the anchor head includes roof 8 and bolt 9, roof 8 with bolt 9 passes the stock body 2 in proper order, roof 8 with spring assembly's top is connected, through the elasticity bolt 9 can be used to the roof with the swing joint of the stock body, through sliding the anchor head is in the position on the stock body 2, can adjust the flexible volume of spring assembly, and then adjust the anchor power that adds of the stock body 2 in advance. The anchor rod body 2 and the anchor head overcoat are equipped with to be fixed protective housing 6 on the frame roof beam 1, protective housing 6 is used for the protection damping device, protective housing 6 outside is provided with concrete block 7.
Preferably, the damping device further comprises a bottom plate 10, a first through hole 101 is formed in the bottom plate 10, a guide pipe 102 of a hollow structural member is arranged above the first through hole 101, the guide pipe 102 is communicated with the first through hole 101, and one end of the guide pipe 102 is fixedly connected with the bottom plate 10; an elastic component is sleeved on the outer side of the guide pipe 102, a second through hole 81 is formed in the top plate 8, and one end, far away from the bottom plate, of the guide pipe 102 extends into the second through hole 81 from the bottom of the top plate 8; a blocking body 11 is arranged at the top of the second through hole 81 of the top plate, a gap is arranged between the blocking body 11 and one end, close to the top plate 8, of the guide pipe 102, a gap is arranged between the top surface of one end, far away from the bottom plate 10, of the guide pipe 102 and the top surface of the second through hole 81, and the gap is used for providing a stroke L when the guide pipe moves up and down.
More preferably, as shown in fig. 6, a first through hole 101 is formed in the bottom plate 10, an outer wall of one end of the guide tube 102 is connected to an inner wall of the first through hole 101 of the bottom plate 10, and the guide tube 102 and the bottom plate 10 are formed as an integral structural member.
More preferably, as shown in fig. 7, a first through hole 101 is formed in the bottom plate 10, a guide tube 102 of a hollow structural member is disposed above the first through hole 101, the guide tube 102 is communicated with the first through hole 101, an inner diameter of a guide tube passage 1021 of the guide tube 102 is larger than an inner diameter of the first through hole 101, a center of the first through hole 101 is located on a center line of the guide tube 102, and the guide tube 102 and the bottom plate 10 are integrally formed into a structural member.
More preferably, as shown in fig. 1 and 2, the housing 13 is a sleeve structure, the inner wall of the housing 13 is provided with threads, the outer wall of the bottom plate 10 is provided with a thread structure adapted to the inner wall of the housing 13, the top of the housing 13 is provided with a top surface, the middle of the top surface is provided with a through hole, the through hole is used for passing through an anchor rod, when in use, the bottom of the housing 13 is sleeved on the top plate 8 downwards, the top plate 8 and the bottom plate 10 are fixed by the threads, and meanwhile, the inner wall of the top surface of the housing 13 is abutted to the top surface of the top plate 8. The setting of casing not only can be fixed the shock attenuation energy dissipation structure spare for the shock attenuation energy dissipation structure spare becomes integrated into one piece structure spare, can wholly pass the stock when installation shock attenuation energy dissipation structure spare, moreover, through screwing up the casing, the position of adjustment screw thread can be given and set up a prestressing force between roof and the bottom plate, thereby it makes the bottom plate give a thrust of frame roof beam to make the slope more firm to have an extrusion force between the belleville spring.
The bearable load of the damping device is 50 kN-200 kN; the outer diameter D1 of the damping device is less than or equal to 200mm, and the height H1 of the damping device is less than or equal to 200 mm.
As shown in fig. 8 and 9, under the action of instantaneous earthquake force, the side slope sliding layer generates downward sliding force to push the frame beam to move in the direction perpendicular to the side slope to generate deformation pressure, the anchor rod body is fixedly connected to the side slope foundation layer, the frame beam displaces to press the bottom plate, and the belleville spring connected with the bottom plate is compressed and deformed to store earthquake energy into elastic energy for energy dissipation. In fig. 8, dotted lines correspondingly indicate positions before the side slope slips, before the side slope sliding layer, the frame beam, the bottom plate, the anchoring block and the protective casing do not move, and after the side slope slips, the side slope basement rock layer, the anchor rod body, the bolt and the top plate are fixed. In fig. 9, the left side of the diagram is before the slope slips, the right side of the diagram is after the slope slips, and the arrow direction indicates the moving direction of the corresponding object.
And then the disc spring releases the elastic potential energy stored in the disc spring so as to prevent the slope sliding layer from further deforming and restrain the slope surface of the side slope, thereby ensuring that the slope sliding layer of the side slope cannot be unstably damaged under the action of a strong earthquake. The anchor rod body has stronger self-adaptive deformability, and the anchor rod component cannot be easily damaged after earthquake resistance and energy dissipation.
According to the slope reinforcement system provided by the invention, under the action of instantaneous earthquake force, the slope sliding layer generates downward sliding force to push the frame beam to move in the direction vertical to the slope to generate deformation stress, and at the moment, the anchor force pre-applied on the anchor rod body can offset the slope sliding layer deformation energy converted from earthquake energy. When the deformation exceeds a certain degree, the anchor rod body is fixedly connected to the slope bed rock layer, the spring assembly sleeved on the anchor rod body can adaptively adjust the deformation of the spring assembly according to the received different bearing forces to store the earthquake energy into elastic energy for energy dissipation, and then the elastic assembly releases the elastic potential energy stored in the spring assembly to prevent the slope sliding layer from further deforming and restrain the slope surface of the slope, so that the slope sliding layer of the slope cannot be unstably damaged under the action of a strong earthquake. The anchor rod body has stronger self-adaptive deformability, and the anchor rod component cannot be easily damaged after earthquake resistance and energy dissipation.
According to the following formula 1 and formula 2, the damping device is designed by selecting the effect that the damping device can bear loads of different sizes, and the disc spring is 60Si2The MnA steel structural part is combined in a composite form, the number of superposed sheets is 2, and the number of involution groups is 10. The parameters of the damping device and the disc spring member are shown in table 1.
Wherein equation 1 is: single disc spring load calculation formula
In the formula: p-load of a single spring, N; t is the thickness of the disc spring, mm; d is the outer diameter of the disc spring, mm; f is the deformation of the single disc spring, mm; h is0-the calculated value of the deflection when the disc spring is flattened, mm; e-modulus of elasticity, MPa; μ -Poisson's ratio; k1、K4-a system of calculationsAnd (4) counting.
Equation 2: the composite disc spring load calculation formula is as follows: pz＝nP；fz＝if；Hz＝i[H0+(n-1)t]。
TABLE 1 parameters table of dish-shaped energy dissipation member
The plurality of disc springs used by the damping device are used as elastic elements, and the damping device can bear larger load and greatly reduce the weight of the designed size through the design of the arrangement contact mode among the disc springs, so that the occupied area of the damping device is reduced, and the damping device is convenient to mount. When the circular spiral spring bears the load of more than 50kN in the prior art, the size of the circular spiral spring exceeds the size range of the frame beam node, the damping device provided by the invention can bear the load of 50 kN-200 kN within the size range of the frame beam node, the cost of the disc spring is too high, and the economic benefit is not great.
Example 2
A method of strengthening a slope strengthening system of embodiment 1, comprising the steps of:
and 4, preparing a membrane and pouring a sealing concrete block 7 outside the protective shell 6.
Examples 3 to 5
Examples 3 to 5 changed the specifications of the disc spring from example 1, and calculated the load that the shock absorber can bear using equations 1 and 2, and the disc spring specifications and load calculation structures are shown in table 2.
TABLE 2 Belleville spring Specification and load
As can be seen from the data in Table 2, the damping device provided by the invention can bear the load of 50 kN-200 kN, not only can bear larger load, but also can control the outer diameter of the damping device within 200mm, and control the total height of the disc spring within 200 mm.
Comparative example 1
Several disc springs of example 1 were replaced with cylindrical helical structured elastic elements.
The calculation formula of the cylindrical coil spring is shown in table 2.
TABLE 2 calculation formula
Wherein n isj: the effective number of the spring coils is not less than 3 coils in order to avoid excessive additional force caused by small load, and is also not less than 2 coils in order to ensure stable rigidity. For this spring calculation, 2 turns of effective turns are planned, i.e. n is 2.
d: diameter of spring material
D: spring pitch diameter
K: the stress-correction factor is a function of the stress,
c is generally assumed for the first time.
The working load of the energy dissipation member is taken as a control condition, the model selection design of the spiral compression spring is carried out, 4 energy dissipation members with different working loads are determined, and the size parameters are shown in a table 3. In designing energy dissipating elements loaded at 150kN, in order to control the outer diameter of the energy dissipating elements within 300mm, a form of a combination spring is used. The combined spring is formed by combining two or more springs of different types in a nesting mode to form a new component with higher bearing capacity.
TABLE 3 spiral energy dissipation element size
After the sample is processed, the shock absorbers of 100kN and 150kN are still found to have the problems of large size and heavy weight. Although 30kN and 50kN dissipaters are small in size, their weight is also inconvenient to install. Due to the material property limitations of the helical compression springs themselves, it has not been possible to continue to reduce the size or weight of the shock absorber to some extent.
Comparative example 2
The disc spring ring spring of example 1 was replaced.
H0-free height of annular energy dissipating member, mm
δ0Axial clearance, mm, of the inner and outer rings in the absence of load
h-height of inner and outer rings, mm
d-inner diameter of the inner ring, mm
Beta is a conical surface bevel angle, when the conical surface bevel angle beta is selected to be small, the spring stiffness is small, self-locking is generated during unloading, and rebound cannot be realized; when the angle beta is too large, the load is larger when the elastic deformation is recovered, so that the buffering and vibration absorption capacity of the annular spring is reduced. When designed, can take beta-12-20 °
The design calculation of the energy dissipation member is carried out by using the working load of 50 kN-200 kN, and the size parameters of the energy dissipation member with the annular structure are obtained, and the specific parameters are shown in Table 4.
TABLE 4 circular energy dissipation component parameter table
Comparing the three types of the components in the example 1 and the comparative examples 1-2, the three components have different performance characteristics, small spiral bearing capacity and large stroke, but heavy weight and large size; the ring has large bearing capacity, small size and light weight, but the working stroke is small; the disc-shaped original has large bearing capacity, moderate stroke, small size and light weight.
The using environment and construction conditions of the energy dissipation component and the structure of the side slope frame beam are comprehensively considered, and the energy dissipation component is considered to meet the following three requirements;
firstly, the bearing capacity of the energy dissipation member needs to be between 50kN and 150 kN.
Secondly, the height of the energy dissipation component is controlled within 200mm, and the diameter is controlled within 200 mm.
And the energy dissipation framework has small volume and light weight and is convenient to carry and install.
Through type selection contrastive analysis, the energy dissipation component which meets the three-point requirements simultaneously only has a disc-shaped element, and the disc-shaped element is considered to be more suitable for the energy dissipation component.
Example 6
In the embodiment, whether the axial force of the anchor rod changes with or without a shock absorber in a slope anchor rod frame beam system under the action of seismic load is explored by a numerical simulation method. Combining an engineering example, establishing a numerical analysis model of the side slope frame beam by using finite element computing software ABAQUS, and carrying out comparative analysis on the axial force of the anchor rod with or without the energy dissipation component under the action of earthquake load.
The example side slope is a certain second-level highway side slope, the slope height is 20m, and the slope ratio is 1: 0.75. the grade of the side slope is two grades, the safety coefficient is 1.05, and the seismic fortification intensity of the side slope is 8 grades. The calculation parameters are selected as follows: selecting sine waves as seismic waves, wherein the seismic frequency is 2Hz, and the acceleration peak value is 0.3 g; the soil body material is elastic plastic material, Mohr-Coulomb strength criterion is adopted, and soil body physical and mechanical parameters are detailed in a table 5; a cross section of the slope calculation model is shown in fig. 10, one cross section comprises six anchor rod systems which are numbered A, B, C, D, E, F from top to bottom in sequence, the vertical distance between anchor rods is 3m, the inclination angle is 37 degrees, the length of each anchor rod is 18m, one end of each anchor rod principle anchor is provided with a damping device (damper) shown in embodiment 3, the anchor rods are simulated by rod units, and the physical and mechanical parameters of the anchor rods are shown in table 6; the section sizes of the frame beams and the frame columns are 300mm multiplied by 300mm, and C20 concrete is adopted; the damping device was calculated using the parameters associated with the disc-shaped energy dissipating elements of example 3.
TABLE 5 soil physical and mechanical parameters
TABLE 6 physical and mechanical parameters of anchor rod
The calculation result is specifically described by the anchor rod with the lowest end number being F, and the other anchor rods are similar. The anchor shaft force versus time curve is shown in fig. 11. Under the state of no energy dissipation component, at the time 0, the maximum axial force of the anchor rod is 0kN, the axial force reaches the peak value under the action of the earthquake for 8s, and the maximum axial force of the anchor rod is 180 kN. Under the state of energy dissipation components, at the time 0, the maximum axial force of the anchor rod is 0kN, when the earthquake acts for 8s, the axial force reaches the peak value, and the maximum axial force of the murrain trunk is 130 kN. Comparing the axial force of the anchor rod without the energy dissipation component with the axial force of the energy dissipation component, the maximum axial force corresponding to each time point of the anchor rod in the state of the energy dissipation component is reduced, and is approximately 29.8 percent. Specific comparative data are shown in table 7.
TABLE 7 Anchor rod axial force comparison
The simulation experiment shows that the invention provides a composite combination arrangement mode among a plurality of disc springs in the damping device, and by using the arrangement mode, the damping device can bear the load of 50 kN-200 kN, and the elongation of the anchor rod is averagely reduced by about 30 percent under the action of the damper. The size is controlled below 200mm, the weight of the whole damping device is greatly reduced, the cost is reduced, the occupied area is reduced, and the installation is convenient.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A slope reinforcement system comprises a frame beam (1) which is poured on a slope and is in a grid shape with transverse and longitudinal phases, and is characterized by further comprising a plurality of anchor rod bodies (2) which penetrate through the frame beam (1), wherein one ends of the anchor rod bodies (2) penetrate through a slope sliding layer (3) and extend into anchor holes of a slope bed rock layer (4), and cement slurry is injected into the anchor holes of the slope bed rock layer (4) so as to fixedly connect the anchor rod bodies (2) with the slope bed rock layer (4); the other end of the anchor rod body (2) extends out of the frame beam (1) and is connected with a damping device, the damping device comprises a spring assembly sleeved on the outer side of the anchor rod body (2), an anchor head is arranged at the top of the spring assembly, and a fixing part fixed on the frame beam (1) is sleeved outside the anchor rod body (2) and the anchor head; the anchor head with the stock body (2) swing joint, through sliding the anchor head is in position on the stock body (2), can adjust the flexible volume of spring assembly, and then adjust the anchor power that adds in advance of the stock body (2).
2. The slope reinforcement system according to claim 1, characterized in that the spring assembly comprises a plurality of disc springs (5) which are sleeved on the anchor rod body (2) in a combined combination manner, wherein the combined combination manner is a combination manner common to involution and folding.
3. The slope reinforcement system according to claim 2, wherein the plurality of disc springs (5) are divided into a plurality of groups of overlapped spring parts, the overlapped spring parts are sequentially sleeved on the anchor rod body (2), the directions of the adjacent overlapped spring parts are opposite, and the overlapped spring parts are structural members formed by overlapping 1-4 disc springs.
4. The slope reinforcement system according to claim 3, wherein the overlapping spring member is a structural member formed by overlapping 2 to 3 disc springs.
5. Slope reinforcement system according to claim 1, characterized in that the fixing element is a protective casing (6), the protective casing (6) being intended to protect the shock absorbing means, the protective casing (6) being provided externally with a concrete block (7).
6. The slope reinforcement system according to claim 1, characterized in that the anchor head comprises a top plate (8) and a bolt (9), the top plate (8) and the bolt (9) sequentially pass through the anchor rod body (2), the top plate (8) is connected with the top of the spring assembly, and the bolt (9) can be used for movably connecting the top plate with the anchor rod body by loosening and tightening.
7. The slope reinforcement system according to claim 6, wherein the shock absorption device further comprises a bottom plate (10), a first through hole (101) is formed in the bottom plate (10), a guide pipe (102) of a hollow structural member is arranged above the first through hole (101), the guide pipe (102) is communicated with the first through hole (101), and one end of the guide pipe (102) is fixedly connected with the bottom plate (10);
an elastic component is sleeved on the outer side of the guide pipe (102), a second through hole (81) is formed in the top plate (8), and one end, far away from the bottom plate, of the guide pipe (102) extends into the second through hole (81) from the bottom of the top plate (8); and a gap is arranged between the top surface of one end, far away from the bottom plate (10), of the guide pipe (102) and the top surface of the second through hole (81), and the gap is used for providing a stroke when the guide pipe moves up and down.
8. The slope reinforcement system according to claim 7, characterized in that a stopper (11) is provided on top of the second through hole (81) of the top plate, and a space is provided between the stopper (11) and an end of the guide tube (102) adjacent to the top plate (8).
9. The slope reinforcement system according to claim 1, wherein the sustainable load of the shock absorber is 50kN to 200 kN; the outer diameter of the damping device is less than or equal to 200 mm.
10. A method of reinforcement of a slope reinforcement system according to any one of claims 1-9, comprising the steps of:
step 1, drilling an anchor hole on a side slope, extending one end of an anchor rod body (2) into the anchor hole, pouring cement into the anchor hole, then erecting a frame beam (1), wherein the anchor rod body (2) is positioned in a frame beam node (12), and the other end of the anchor rod body (2) extends out of the frame beam (1);
step 2, sequentially sleeving a spring assembly and an anchor head on the anchor rod body (2), adjusting the pre-applied anchoring force of the anchor rod body (2) to be 2 t-3 t by adjusting the position of the anchor head on the anchor rod body (2), and fastening the anchor rod body (2) by using the anchor head;
step 3, installing a protective shell (6);
and 4, pouring a sealing concrete block (7) on the outer branch membrane of the protective shell (6).
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