CN111648385B - Processing method of anti-slide pile cushioning layer coupled with porous cushioning structure and shock absorption protective layer - Google Patents
Processing method of anti-slide pile cushioning layer coupled with porous cushioning structure and shock absorption protective layer Download PDFInfo
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- E02D17/00—Excavations; Bordering of excavations; Making embankments
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Abstract
The invention relates to an anti-slide pile technology, and aims to provide a method for processing a shock absorption layer of an anti-slide pile by coupling a porous shock absorption structure and a shock absorption protective layer. The method comprises the following steps: manufacturing a porous cushioning structure with bidirectional regular quadrangular pyramid units by using a rubber material; enclosing side plates made of CFRP materials in the pit slot to form a pouring template, placing a steel reinforcement framework and pouring concrete to manufacture an anti-slide pile; and filling a porous shock absorption structure in the pits around the anti-slide pile, pouring concrete, curing according to a specified method, and sealing. The invention can effectively absorb the energy which is applied by soil bodies to the slide-resistant piles in a staggered way, reduce the back-and-forth shearing of the slide-resistant piles at the sliding surface and protect the slide-resistant piles from being sheared. The bidirectional regular quadrangular pyramid porous structure based on the high-damping rubber material can effectively reduce the bending moment load on the front side of the pile, so that the actual bending moment load on the front side of the pile does not exceed the design load, and the anti-slide pile is not broken. The load balancing device can play a role in load balancing and avoid damage caused by stress concentration.
Description
Technical Field
The invention relates to an anti-slide pile technology, in particular to a processing method of an anti-slide pile cushioning layer of a coupling porous cushioning structure and a shock absorption protective layer.
Background
Landslide is one of the most harmful geological disasters, the mountain areas (including plateaus, hills and the like) in China are large in area, which accounts for about 2/3 of the total area of the whole country, and whether the side slope is stable or not has great influence on the engineering construction of the country and the life and property safety of people. At present, the anti-slide pile is one of main engineering means for treating landslide disasters, has high anti-slide capability, flexible pile position and flexible construction, and plays an important role in treating large and medium landslides. The anti-slide pile is generally a columnar structure with a rectangular cross section. Under the general static condition, the anti-slide piles with the structures have good working conditions, so that landslides are effectively reduced, but when high-intensity earthquakes occur, the structures of a plurality of anti-slide piles are damaged to different degrees and even fail. The reason is that under the action of an earthquake, the stress modes of the anti-slide piles are different, and the anti-slide piles can alternately receive the acting force of the soil body before the pile and the soil body after the pile, so that the anti-slide piles can be sheared back and forth at the sliding surface, cracks are more easily generated on the anti-slide piles, and the anti-slide piles are sheared. And the anti-slide pile can bear the action force of the bending moment of the soil body in front of the pile, and the tensile strength of the front side of the pile is relatively weak because the number of the steel bars in the anti-slide pile is more on the tension side (the rear side of the pile) of the pile body, the number of the steel bars arranged on the front side of the pile is less, and even no steel bar is arranged. However, under the action of an earthquake, the front side of the slide-resistant pile is also subjected to the bending moment acting force of the soil body, and the side is broken and damaged due to insufficient tensile strength of the design of the side. Therefore, it is urgently needed to design a shock absorption measure which can effectively protect the slide-resistant pile under the action of an earthquake.
Disclosure of Invention
The invention aims to solve the technical problem of overcoming the defects in the prior art and provides a method for processing a shock absorption layer of an anti-slide pile by coupling a porous shock absorption structure and a shock absorption protective layer.
In order to solve the technical problem, the solution of the invention is as follows:
the processing method of the anti-slide pile cushioning layer of the coupling porous cushioning structure and the shock absorption protective layer comprises the following steps:
(1) manufacturing a porous cushioning structure with bidirectional regular quadrangular pyramid units by using a rubber material;
(2) digging a square pit by taking the mounting point of the anti-slide pile as the center according to the size of the pit, vertically enclosing a side plate made of CFRP (carbon fiber reinforced plastics) material at the center of the pit to form a pouring template of the anti-slide pile, and attaching the side plate made of CFRP material and a bottom plate to the wall part and the bottom surface of the pit;
(3) placing a steel bar framework in a pouring template of the anti-slide pile, and curing according to a specified method after pouring concrete to reach a specified age to prepare the anti-slide pile;
(4) filling a porous cushioning structure into the pits around the anti-slide pile, so that the bottom and the side surfaces of the anti-slide pile are in close contact with the side plate and the bottom plate made of the CFRP material, and the top of the anti-slide pile is flush with the top surface of the anti-slide pile;
(5) pouring concrete between the pit slot and the porous cushioning structure and in pores inside the porous cushioning structure, curing according to a specified method until a specified age is reached, and sealing the pit slot by a top plate made of CFRP material;
the finally obtained anti-slide pile cushioning layer has the following structural characteristics: a surrounding frame-shaped pit groove is formed around the columnar anti-slide pile, and a side plate and a bottom plate made of CFRP materials are used as shock absorption protective layers and attached to the side wall and the bottom surface of the pit groove; a porous cushioning structure is filled in the pit groove and is formed by combining a plurality of rubber bidirectional regular quadrangular pyramid unit bodies; each bidirectional regular quadrangular pyramid unit body consists of two rhombuses which are perpendicular to each other, and the upper top point and the lower top point of each unit body are fixed connection points; the bidirectional regular quadrangular pyramid unit bodies are sequentially arranged in three mutually vertical directions of XYZ, and the upper and lower vertexes or the side vertexes of the rhombus of the adjacent unit bodies are used as connecting nodes; concrete is filled between the pit slot and the porous cushioning structure and in the inner pores of the porous cushioning structure.
In the invention, the vertex angle of the rhombus in the bidirectional regular quadrangular pyramid unit body is 60 degrees (namely, the rhombus consists of two regular triangles).
In the bidirectional regular quadrangular pyramid unit body, the long axis of a rhombus is 5cm, the short axis of the rhombus is 2.5cm, and each edge is a cylinder with the diameter of 1 cm; in the porous cushioning structure, each connection node is a sphere with a diameter of 1 cm.
In the invention, the cross section of the anti-slide pile is square, and the cross section of the pit groove is square.
In the invention, the depth of the pit groove is consistent with the length of the anti-slide pile; and assuming that the designed seismic intensity of the slide-resistant pile is n-grade, the cross section area of the pit slot is not less than 10% multiplied by n of the cross section area of the slide-resistant pile.
In the invention, the damping ratio range value of the rubber material is 0.45-0.65.
In the invention, the top of the pit slot is also provided with a top plate made of CFRP material for sealing.
In the invention, the side plates, the bottom plate and the top plate made of the CFRP material have the thicknesses of 2cm, and the elastic dieThe value of the amount range is 450000000-550000000KN/m2(ii) a The damping ratio range value of the rubber material is 0.45-0.65.
In the invention, when the porous cushioning structure is filled, the rhombic vertical central shaft in the bidirectional regular quadrangular pyramid unit body is kept parallel to the projection direction of the gliding direction of the landslide body on the horizontal plane.
Description of the inventive principles:
among a plurality of shock absorbing materials, the shock absorbing rubber is widely applied to the field of civil engineering, such as the application in bridge rubber supports, cable-stayed bridge cable shock absorption and building shock absorption. Among various vibration damping rubbers, the rubber having high damping performance by adding an auxiliary agent has the best damping effect, which changes the conventional passive damping with a rigid type (such as a steel pipe concrete pile) into the active damping with a soft rigid type.
CFRP materials (carbon fiber reinforced composite materials) have been used in the field of civil engineering, and have been used in the fields of protection of offshore platform legs, etc. because of their advantages of high strength, light weight, good durability, good fatigue resistance, good shock absorption, wide application, convenience in construction, no change in structural shape, no influence on structural appearance, no need of large-scale mechanical equipment during construction, no wet work, high work efficiency, etc.
The anti-slide pile is subjected to shock absorption protection through the anti-slide pile shock absorption protection layer which is coupled with the high-damping rubber shock absorption structure and the high-elasticity-modulus CFRP plate. When an earthquake occurs, the anti-slide piles can alternately receive acting forces of soil bodies before and after the piles, so that the anti-slide piles can shear back and forth at the sliding surface, and the front side of the pile with lower tensile strength can also be subjected to larger uneven bending moment. The CFRP plate with the ultrahigh elastic modulus on the wall of the pit enables uneven bending moment to be more uniformly applied to the high-damping rubber shock absorption structure in the pit, the high-damping rubber shock absorption structure absorbs energy applied to the anti-slide pile in a staggered mode by the soil body in front of the pile and the soil body behind the pile, the anti-slide pile deforms in a staggered mode, the energy is absorbed and released in a staggered mode, the anti-slide pile plays a role in damping, and the anti-slide pile is not cut off. And the bending moment load of the front side of the pile with weaker tensile strength is reduced, so that the actual load of the front side of the pile does not exceed the designed load, and the anti-slide pile is not broken. The CFRP plate serving as the pouring template of the slide-resistant pile further homogenizes uneven load transmitted by the high-damping rubber cushioning structure and then transmits the uniform load to the slide-resistant pile, so that the stress of the slide-resistant pile is more uniform, and the damage caused by stress concentration is avoided.
Compared with the prior art, the invention has the beneficial effects that:
1. the bidirectional regular quadrangular pyramid porous structure based on the high-damping rubber material can effectively absorb the energy which is applied to the anti-slide pile by the soil body before the pile and the soil body after the pile in a staggered manner, reduce the back-and-forth shearing of the anti-slide pile at the sliding surface and protect the anti-slide pile from being sheared.
2. The bidirectional regular quadrangular pyramid porous structure based on the high-damping rubber material can effectively reduce the bending moment load of the front side of the pile with weaker tensile strength, so that the actual bending moment load of the front side of the pile does not exceed the designed load, and the anti-slide pile is not broken.
3. The material of the bidirectional regular quadrangular pyramid porous structure is rubber with high elasticity and high damping, and can be continuously used after an earthquake as long as the strain of the rubber does not exceed the elastic limit of the rubber during the earthquake.
4. The multi-layer high-elasticity-modulus CFRP plate has a certain shock absorption capacity, and can play a role in homogenizing load and avoid damage caused by stress concentration.
Drawings
FIG. 1 is a side view of a bi-directional regular quadrangular pyramid unit body;
FIG. 2 is a top view of a bi-directional regular quadrangular pyramid shaped unit body;
FIG. 3 is a perspective view of a bi-directional regular quadrangular pyramid unit body;
FIG. 4 is a schematic view of the connection between two-way regular quadrangular pyramid-shaped unit bodies;
FIG. 5 is a top view of a high damping rubber shock absorbing protective layer filling method;
FIG. 6 is a cross-sectional view of a high damping rubber shock absorbing protective layer filling method.
In fig. 5 and 6: 1 is an anti-slide pile, 2 is a damping protective layer, 3 is a porous cushioning structure, 4 is the gliding direction of a landslide body, and 5 is bedrock.
FIG. 7 is a slope model built using MIDAS software;
fig. 8 is a top view of the slope model of fig. 7.
FIG. 9 shows the stud and CPRF plate dimensions;
wherein (a) is the stud size and (b) is the CPRF plate size.
FIG. 10 is a view of the structure of a high damping rubber shock absorber;
FIG. 11 is a comparative top view of an anti-slide pile with or without a cushioning layer;
wherein, (a) is the anti-slide pile with the cushioning protective layer, and (b) is the anti-slide pile without the cushioning protective layer.
FIG. 12 is a schematic diagram of model bottom fixed constraint and free surface creation.
Wherein, (a) is a bottom fixed constraint and free surface side view, and (b) is a bottom fixed constraint and free surface top view.
FIG. 13 is a graph of the model ground acceleration time course load function.
FIG. 14 is a comparison of time course analysis results of anti-slide piles with or without a cushioning protective layer.
Wherein, (a) is the stress of the anti-slide pile with the cushioning protective layer in the X direction, (b) is the stress of the anti-slide pile without the cushioning protective layer in the X direction, (c) is the relative displacement of the anti-slide pile with the cushioning protective layer, and (d) is the relative displacement of the anti-slide pile without the cushioning protective layer.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings. The following detailed description is presented to enable one of ordinary skill in the art to make and use the invention as provided within the context of a fully developed and unapproved embodiment.
It should be noted that the production and manufacture of high damping rubber and CFRP panels is well known in the art, and the definition or concept thereof is well known or well understood by those skilled in the art. Therefore, unless the invention is specifically defined in a specific sense, it is not intended to be construed as being limited to the specific sense so far as it is consistent with the present invention.
The anti-slide pile cushioning layer of the coupling porous high-damping structure and the high-strength protective layer is as shown in figures 5 and 6, a surrounding frame-shaped pit groove is arranged around a columnar anti-slide pile 1, and a side plate and a bottom plate made of CFRP materials are used as the damping protective layer 2 and are attached to the side wall and the bottom surface of the pit groove; the top of the pit is also provided with a top plate made of CFRP material for sealing. The cross section of the anti-slide pile 1 is square, and the cross section of the pit is square. A porous cushioning structure 3 is filled in the pit groove, and the porous cushioning structure 3 is formed by combining a plurality of rubber bidirectional regular quadrangular pyramid unit bodies; each bidirectional regular quadrangular pyramid unit body consists of two rhombuses which are perpendicular to each other, and the upper top point and the lower top point of each unit body are fixed connection points; the bidirectional regular quadrangular pyramid unit bodies are sequentially arranged in three mutually vertical directions of XYZ, and the upper and lower vertexes or the side vertexes of the rhombus of the adjacent unit bodies are used as connecting nodes; concrete is filled between the pit and the porous cushioning structure 3 and in the inner pores of the porous cushioning structure 3. The pit depth is consistent with the length of the slide-resistant pile 1.
In the laboratory, porous cushioning structures can be made with high damping rubber based on 4D printing technology. The porous cushioning structure used for the actual construction site can be processed by a rubber extruder and a thermoplastic process. Considering the requirements of shock absorption and shock absorption, the thicknesses of the side plates, the bottom plate and the top plate made of the CFRP material are 2cm, and the elastic modulus range value is 450000000-2(ii) a The damping ratio range value of the rubber material is 0.45-0.65.
As shown in fig. 1-3, each of the bidirectional regular quadrangular pyramid-shaped unit bodies is composed of two mutually perpendicular and orthogonal rhombuses, and the upper and lower vertexes thereof are fixed connection points; the long axis of the rhombus is 5cm, the short axis is 2.5cm, and each edge is a cylinder with the diameter of 1 cm; the vertex angle of the rhombus is 60 degrees, namely the rhombus is composed of two regular triangles.
As shown in fig. 4, the porous seismic mitigation structure 3 is formed by sequentially arranging a plurality of bidirectional regular quadrangular pyramid unit bodies in XYZ three mutually perpendicular directions, and the upper and lower vertices or the lateral vertices of a rhombus between adjacent unit bodies are used as connecting nodes; each connecting node is a sphere with a diameter of 1 cm.
An example of a method of processing (constructing) the slide pile member is as follows:
(1) manufacturing a porous cushioning structure 3 with bidirectional regular quadrangular pyramid units by using a rubber material;
(2) digging a square pit by taking the mounting point of the anti-slide pile 1 as the center according to the size of the pit, vertically enclosing a side plate made of CFRP (carbon fiber reinforced plastics) material at the center of the pit to form a pouring template of the anti-slide pile, and attaching the side plate and a bottom plate made of CFRP material to the wall part and the bottom surface of the pit;
(3) placing a steel bar framework in a pouring template of the slide-resistant pile, and curing according to a specified method after pouring concrete until the specified age is reached to prepare the slide-resistant pile 1;
(4) filling a porous cushioning structure 3 into the pits around the anti-slide pile 1, so that the bottom and the side surfaces of the porous cushioning structure are tightly contacted with the side plates and the bottom plate made of CFRP materials, and the top of the porous cushioning structure is flush with the top surface of the anti-slide pile; during filling, keeping the projection direction of the rhombic vertical central shaft in the bidirectional regular quadrangular pyramid unit body in the porous cushioning structure 3 and the gliding direction of the landslide body on the horizontal plane parallel;
(5) concrete is poured between the pit and the porous cushioning structure 3 and in the pores inside the porous cushioning structure 3, the pit is maintained for a specified age according to a specified method, and the pit is sealed by a top plate made of CFRP (carbon fiber reinforced plastics) (so that the porous cushioning structure is not directly contacted with the soil body). The finished (constructed) slide pile element is shown in fig. 5 and 6, wherein the diamonds represent the bi-directional regular quadrangular pyramid unit cells (not representing actual dimensions).
In actual construction, the specific size of the pit slot is determined by the designed seismic intensity of the slide-resistant pile 1. The larger the design seismic intensity is, the larger the cross-sectional area of the pit slot is. At present, the seismic intensity of China is divided into 12 grades, and if the designed seismic intensity of the slide-resistant pile 1 is n grades, the cross section area of the pit slot is not less than 10% multiplied by n of the cross section area of the slide-resistant pile.
The damping and shock absorption performance of the slide pile component is verified:
the slope model is built by using MIDAS software, as shown in figures 7 and 8, the model is 8m high and 5.1m wide and consists of two parts, namely bottom bedrock and upper soil. The side slope is 5m high, and the slope rate is 1: 1. As shown in fig. 9(a), a slide pile with a cross section of 0.5m × 0.5m and a height of 2m is embedded at the midpoint of the toe. As shown in fig. 9 (b) and fig. 10, an anti-slide pile protection layer is built around the pile, the thickness of the high-damping rubber cushioning structure in the protection layer is 0.1m, and the high-damping rubber cushioning structure is wrapped by a CFRP plate with the thickness of 0.02m, so that the high-damping rubber cushioning material is prevented from directly contacting with the soil body and the anti-slide pile. As a comparative model, the cushioning protection layer is replaced by corresponding upper soil and bedrock, and an anti-slide pile model without the cushioning protection layer is formed, as shown in fig. 11. The mechanical parameters of all the materials are shown in table 1.
TABLE 1 mechanical parameters of MIDAS model
The model was bottom-fixed and free surfaces were built around the model with a free surface width coefficient of 100000, as shown in fig. 12. The ground acceleration of the model is increased, the time-course load function of the model is the ground acceleration of '1940, El Centro Site,270 Deg' carried by the MIDAS, the proportionality coefficient is 1, and the arrival time is 0, as shown in FIG. 13. And (3) performing characteristic value analysis on the two models (the anti-slide pile is provided with the buffer protection layer and the anti-slide pile is not provided with the buffer protection layer) according to the model parameters, the constraint conditions and the seismic load, and obtaining that the characteristic values of the two models are consistent and are 0.208s and 0.227s respectively. The time course analysis was performed by direct integration, the time step being defined as 5s duration, for 10 steps. The damping method uses modal damping, the period is a characteristic value obtained by previous calculation, the damping ratio is 0.05, and the material damping is considered. The time course analysis result of the absolute value maximum step is shown in FIG. 14, and the stress of the anti-slide pile with the shock absorption protective layer in the X direction (the downward sliding direction of the landslide) is mainly-0.38 kN/m2The stress of the anti-slide pile without the cushioning protective layer in the X direction (the downward sliding direction of the landslide) is mainly-3.28 kN/m2The stress is about 10 times of the main stress of the anti-slide pile with the shock absorption protective layer in the X direction (the downward sliding direction of the landslide). The maximum relative displacement of the anti-slide pile with the shock absorption protective layer is 0.000128m, the maximum relative displacement of the anti-slide pile without the shock absorption protective layer is 0.000135m, and the maximum relative displacement is about 94% of the maximum relative displacement of the anti-slide pile with the shock absorption protective layer. The result shows that the stress condition of the slide-resistant pile after the cushioning protection is better, and the technology of the invention is provedEffectiveness of the surgical protocol.
It is intended that the actual scope of the invention encompass not only the particular embodiments disclosed above, but also all equivalents that operate or perform the invention under the claims.
Claims (9)
1. A processing method of a shock absorption layer of an anti-slide pile for coupling a porous shock absorption structure and a shock absorption protective layer is characterized by comprising the following steps:
(1) manufacturing a porous cushioning structure with bidirectional regular quadrangular pyramid units by using a rubber material;
(2) digging a square pit by taking the mounting point of the anti-slide pile as the center according to the size of the pit, vertically enclosing a side plate made of CFRP (carbon fiber reinforced plastics) material at the center of the pit to form a pouring template of the anti-slide pile, and attaching the side plate made of CFRP material and a bottom plate to the wall part and the bottom surface of the pit;
(3) placing a steel bar framework in a pouring template of the anti-slide pile, and curing according to a specified method after pouring concrete to reach a specified age to prepare the anti-slide pile;
(4) filling a porous cushioning structure into the pits around the anti-slide pile, so that the bottom and the side surfaces of the anti-slide pile are in close contact with the side plate and the bottom plate made of the CFRP material, and the top of the anti-slide pile is flush with the top surface of the anti-slide pile;
(5) pouring concrete between the pit slot and the porous cushioning structure and in pores inside the porous cushioning structure, curing according to a specified method until a specified age is reached, and sealing the pit slot by a top plate made of CFRP material;
the finally obtained anti-slide pile cushioning layer has the following structural characteristics: a surrounding frame-shaped pit groove is formed around the columnar anti-slide pile, and a side plate and a bottom plate made of CFRP materials are used as shock absorption protective layers and attached to the side wall and the bottom surface of the pit groove; a porous cushioning structure is filled in the pit groove and is formed by combining a plurality of rubber bidirectional regular quadrangular pyramid unit bodies; each bidirectional regular quadrangular pyramid unit body consists of two rhombuses which are perpendicular to each other, and the upper top point and the lower top point of each unit body are fixed connection points; the bidirectional regular quadrangular pyramid unit bodies are sequentially arranged in three mutually vertical directions of XYZ, and the upper and lower vertexes or the side vertexes of the rhombus of the adjacent unit bodies are used as connecting nodes; concrete is filled between the pit slot and the porous cushioning structure and in the inner pores of the porous cushioning structure.
2. The method of claim 1, wherein the vertices of the diamonds in said bi-directional regular quadrangular pyramid shaped unit cell are at an angle of 60 °.
3. The method of claim 1, wherein in the bi-directional regular quadrangular pyramid unit cell, the major axis of the rhombus is 5cm, the minor axis is 2.5cm, and each edge is a cylinder with a diameter of 1 cm; in the porous cushioning structure, each connection node is a sphere with a diameter of 1 cm.
4. The method of claim 1, wherein the cross-sectional shape of the slide-resistant pile is square, and the cross-sectional shape of the pit is square.
5. The method of claim 1, wherein the pit depth corresponds to a length of a friction pile; and assuming that the designed seismic intensity of the slide-resistant pile is n-grade, the cross section area of the pit slot is not less than 10% multiplied by n of the cross section area of the slide-resistant pile.
6. The method of claim 1, wherein the rubber material has a damping ratio in the range of 0.45 to 0.65.
7. The method of claim 1, wherein the pit top is further provided with a top plate of CFRP material for sealing.
8. The method as claimed in claim 7, wherein the side, bottom and top plates of CFRP material have a thickness of 2cm and an elastic modulus in the range of 450000000-2(ii) a The damping ratio range value of the rubber material is 0.45-0.65.
9. The method of claim 1, wherein the vertical central axis of the rhombus in the bi-directional regular quadrangular pyramid unit body is kept parallel to the projection direction of the slip body slip direction on the horizontal plane when the porous cushioning structure is filled.
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| CN106522270A (en) * | 2016-12-28 | 2017-03-22 | 华中科技大学 | Pile foundation and retaining wall anti-earthquake retaining structure comprising EPS buffer layers and construction method |
| CN106881921A (en) * | 2017-03-17 | 2017-06-23 | 武汉大学 | Shock wave composite energy dissipation protector |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| KR20120012358A (en) * | 2010-07-31 | 2012-02-09 | 김성필 | Foundation construction methods |
| CN201762818U (en) * | 2010-09-16 | 2011-03-16 | 南京林业大学 | FRP-rubber-steel compound pipe concrete structure |
| CN103276718A (en) * | 2013-06-09 | 2013-09-04 | 湖北工业大学 | Flexible reinforced earth structure based on 8-shaped tyre |
| CN106522270A (en) * | 2016-12-28 | 2017-03-22 | 华中科技大学 | Pile foundation and retaining wall anti-earthquake retaining structure comprising EPS buffer layers and construction method |
| CN106881921A (en) * | 2017-03-17 | 2017-06-23 | 武汉大学 | Shock wave composite energy dissipation protector |
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