CN114045866A - Reinforced cantilever type retaining wall based on coordinated deformation and design and construction method thereof - Google Patents
Reinforced cantilever type retaining wall based on coordinated deformation and design and construction method thereof Download PDFInfo
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- E02D29/02—Retaining or protecting walls
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Abstract
A reinforced cantilever type retaining wall based on coordinated deformation and a design and construction method thereof are provided, so that coordinated stress and deformation of the cantilever type retaining wall and a reinforced body are realized, the reinforcement effect of a geogrid is fully exerted, and deformation of a retaining structure is controlled more economically and effectively. The wall-type retaining wall comprises an arm-type retaining wall body, a reinforcement body and a reverse filtering and drainage system arranged between the arm-type retaining wall body and the reinforcement body, wherein the arm-type retaining wall body with a vertical arm plate and a bottom plate is arranged on one side along the line direction, and the reinforcement body is composed of a wall back soil body formed by layered filling and compaction and a geogrid laid in the wall back soil body in a layered mode. Connecting bolts are arranged on the back of the vertical arm plate at intervals, and two ends of each connecting bolt are fixed through embedded parts; the geogrid is reversely wrapped by two connecting bolts which are adjacent up and down, so that the retaining wall is connected with the geogrid, and a certain initial drawing force is applied to the geogrid layer by layer in the layered laying process, so that the geogrid is in a tensioned state and partially deforms; when the wall is filled in layers and the body is filled in layers, a reverse filtering and drainage system is applied in layers.
Description
Technical Field
The invention belongs to the field of railway engineering, and relates to a reinforced cantilever type retaining wall based on coordinated deformation and a design and construction method thereof.
Background
The cantilever retaining wall is one of the most common light supporting and retaining structures at present, has the characteristics of simple structure, convenient construction, low requirement on foundation bearing capacity and the like, but is limited in the aspects of use height, use conditions and the like. The method is mainly embodied in two aspects: (1) when the wall height is larger, the bending moment of the lower part of the cantilever type retaining wall vertical arm plate is larger, the consumption of reinforced concrete is increased sharply, and the economic effect is influenced; (2) the cantilever type retaining wall has larger flexibility, and when the wall is higher, the deformation of the wall body is larger.
The adverse factors greatly limit the application of the cantilever type retaining wall in the field of railway engineering, and the cantilever type retaining wall is mainly used in stations, low-speed ballasted roadbeds and other sections with low requirements on deformation control, and is rarely applied to high-speed ballastless roadbeds with strict requirements on deformation control. Geogrids, as flexible materials, require sufficient deformation to be effective. The existing reinforced cantilever type retaining wall has the defects that the deformation of the geogrid is small due to no clear design method, the function of the geogrid cannot be fully exerted, the cantilever type retaining wall bears most of load, the synergistic stress of the cantilever type retaining wall and geotechnical materials cannot be realized, and the deformation control effect of the cantilever type retaining wall is poor.
Therefore, a reinforced cantilever retaining wall structure which can fully exert the reinforcing effect of the geogrid, has good integrity, good economical efficiency and convenient construction and has popularization and application prospects is urgently needed to solve the problems.
Disclosure of Invention
The invention aims to solve the technical problem of providing a reinforced cantilever type retaining wall based on coordinated deformation so as to realize coordinated stress and deformation of the cantilever type retaining wall and a reinforced body and fully play the reinforcing effect of a geogrid, thereby more economically and effectively controlling the deformation of a retaining structure.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the invention relates to a reinforced cantilever type retaining wall based on coordinated deformation, which comprises an arm type retaining wall body, a reinforced body and a reverse filtering and drainage system arranged between the arm type retaining wall body and the reinforced body, wherein the arm type retaining wall body with an upright arm plate and a bottom plate is arranged on one side along the line direction, and the reinforced body consists of a wall back soil body formed by layered filling and compaction and a geogrid laid in the wall back soil body in layers, and is characterized in that: connecting bolts are arranged on the back of the vertical arm plate at intervals, and two ends of each connecting bolt are fixed through embedded parts; the geogrid is reversely wrapped by two connecting bolts which are adjacent up and down, so that the retaining wall is connected with the geogrid, and a certain initial drawing force is applied to the geogrid layer by layer in the layered laying process, so that the geogrid is in a tensioned state and partially deforms; when the wall is filled in layers and the body is filled in layers, a reverse filtering and drainage system is applied in layers.
The geogrid is a bidirectional plastic geogrid with longitudinal tensile strength larger than or equal to 40kN/m, the nominal elongation is smaller than or equal to 15%, and the initial drawing force of the geogrid is 5-10 kN/m.
Another technical problem to be solved by the present invention is to provide a method for designing a reinforced cantilever-type retaining wall based on coordinated deformation, which comprises the following steps:
s01, calculating the assumed conditions
(1) Simplifying the vertical arm plate into an elastic foundation beam, fixedly connecting one end of the elastic foundation beam with the bottom plate, wherein the displacement and the corner are zero, and the horizontal displacement of the vertical arm plate at the connecting point is equal to the drawing displacement of the geogrid;
(2) assuming that forces acting on the vertical arm plate mainly comprise rock-soil lateral pressure, geotechnical grid reinforcement tension and bottom plate acting force, and not counting the self weight of the vertical arm plate and the friction force generated by filling on the vertical arm plate;
(3) considering the drawing displacement of the geogrid, assuming that a potential fracture surface in a soil body is a coulomb fracture surface, calculating the soil pressure according to the coulomb active soil pressure, and simplifying the soil pressure distribution into a trapezoid or a triangle;
(4) assuming that the drawing force and the drawing displacement of the geogrid are in a direct proportional relation, and the proportional coefficient of the geogrid is determined by a field drawing test;
s02, calculating the geogrid drawing force
(1) Determining geogrid drawing force, determining geogrid drawing force and vertical arm plate body internal force according to displacement deformation coordination principle, wherein drawing displacement delta i of geogrid at each connecting point and horizontal displacement f of vertical arm plate at connecting point of geogridiAnd (3) equality, establishing a displacement balance equation:
fi＝Δi
Δi＝δi(Ri-Rio)
in the formula: rjIs the drawing force, Delta, of the geogrid of the jth layeriqAnd deltaijRespectively, the rock-soil pressure and the geogrid drawing force RjActing on the displacement of the point i vertical arm plate; deltaij＝Rjδij，δijFor geogrid drawing force RjA displacement coefficient acting on the point i; deltaiDetermining the drawing coefficient of the i-th layer of geogrid, namely the drawing displacement of the geogrid under the action of unit drawing force, by carrying out drawing tests on representative sections selected on site; rioThe initial drawing force of the i-th layer of geogrid is obtained;
when the soil pressure is in trapezoidal distribution, the equations are solved simultaneously, and the soil pressure is determined by structural mechanics calculation:
in the formula:
q0＝q2-q1，Lithe distance between the connecting point of the ith layer of geogrid and the vertical arm plate and the point O;
when j is not less than i, then
When j is less than i, then
The above-mentioned correlation formula is solved jointly to obtain:
let Ci＝Δiq+δiRi0And then:
solving the linear equation set to determine the geogrid drawing force Ri。
S03, calculating the internal force of the vertical arm plate body
Let L0＝0，Ln+1＝L，R n+10. When y is L-LiWhen k is equal to n +1-i (i is equal to 1, 2.. times.n), there are:
in the formula: qy，MyRespectively is a vertical arm plate body shearing force and a bending moment; q (y), M (y) are respectively shearing force and bending moment of the earth pressure acting on the vertical arm plate; k is the number of the drawing points of the geogrid from the top of the pile to the bottom.
Another technical problem to be solved by the present invention is to provide the above construction method for the reinforced cantilever-type retaining wall based on coordinated deformation, which includes the following steps:
p01, construction preparation and field leveling;
p02, accurately determining the position of the cantilever type retaining wall;
p03, erecting a cantilever type retaining wall construction template, laying a steel reinforcement cage, and arranging embedded parts at corresponding positions of connecting bolts on the vertical arm plate;
p04, pouring cantilever type retaining wall concrete, and installing a connecting bolt after the strength of the concrete reaches the design strength;
p05, filling and compacting a flange strong back soil body in a layered mode, arranging a concrete waterproof layer and a permeable pipe layer by layer from bottom to top while filling soil in a layered mode, and laying a reverse filter layer;
p06, when filling a wall back soil body to the designed height of each layer of geogrids, laying the geogrids, pre-tensioning the geogrids by using tensioning equipment, keeping the geogrids in a tensioning state, continuously filling the soil body, loosening the tensioning equipment when the filling thickness of the soil body on the geogrids reaches 0.5m, and reversely wrapping the geogrids through the upper connecting bolt and the lower connecting bolt which are adjacent;
and P07, filling a wall back soil body until a specified elevation is reached.
The method has the advantages that a certain initial drawing force is applied to the geogrid layer by layer in the layered laying process, so that the geogrid is in a tensioned state, the cantilever type retaining wall body is constructed firstly, then the filling body is filled after the wall is built in a layered reverse wrapping mode, the reinforcement body is allowed to partially deform, the tension effect of the geogrid is exerted, the coordinated stress and deformation of the cantilever type retaining wall and the reinforcement body are realized, the reinforcement effect of the geogrid is fully exerted, and therefore the deformation of the retaining structure is controlled more economically and effectively; compared with the traditional arm-type retaining wall, the retaining wall has the characteristics of innovative structure, safety, reliability, convenience and quickness in construction, economy, reasonableness and the like, can save 21.7 percent of the consumption of concrete and 19.8 percent of the consumption of reinforcing steel bars, and greatly reduces the cost of the retaining wall.
Drawings
The specification includes the following five figures:
FIG. 1 is a cross-sectional view of a reinforced cantilevered retaining wall of the present invention based on coordinated deformation;
FIG. 2 is a schematic diagram of a coordinated deformation based design calculation for a reinforced cantilevered retaining wall of the present invention;
FIG. 3 is a rear view of a reinforced cantilevered retaining wall of the present invention based on coordinated deformation;
FIG. 4 is a top view of a reinforced cantilevered retaining wall of the present invention based on coordinated deformation;
fig. 5 is a perspective view of a reinforced cantilevered retaining wall based on coordinated deformation according to the present invention.
The figures show the components and corresponding references: cantilever type retaining wall 10, upright arm board 11, bottom plate 12, outlet 13, pervious pipe 14, concrete water barrier 15, inverted filter 16, geogrid 17, connecting bolt 18, wall back filling A, expansion joint B, embankment filling elevation C and ground line D.
Detailed Description
The invention is further illustrated with reference to the following figures and examples.
Referring to fig. 1, 3, 4 and 5, the invention relates to a reinforced cantilever type retaining wall based on coordinated deformation, which comprises an arm type retaining wall body, a reinforced body and a reverse filtering and drainage system arranged between the wall body and the reinforced body, wherein the arm type retaining wall body with an arm plate 11 and a bottom plate 12 is arranged along one side of a line direction, and the reinforced body consists of a wall back soil body A formed by layered filling and compaction and a geogrid 17 laid in the wall back soil body A in layers. The back of the vertical arm plate 11 is provided with connecting bolts 18 at intervals, and two ends of each connecting bolt 18 are fixed through embedded parts. Geogrid 17 is through two adjacent connecting bolt 18 turn-ups from top to bottom, realizes retaining wall and geogrid 17's being connected, and certain initial drawing force is applyed to geogrid 17 successive layer in the layering laying process, makes geogrid 17 be in the taut state and produce partial deformation, and the pulling force effect of performance geogrid realizes that the coordinated atress and the deformation of cantilever type retaining wall and the reinforcement body to more economic, effectual control fender structure warp. When the body A is filled after the wall is filled in layers, a reverse filtering and drainage system is applied in layers, and drainage of the back of the retaining wall is enhanced during filling.
The geogrid 17 is a bidirectional plastic geogrid with longitudinal tensile strength more than or equal to 40kN/m, and the nominal elongation is less than or equal to 15%. The initial tension of the geogrid 17 is comprehensively judged according to the cantilever type retaining wall rigidity and the soil filling condition behind the wall, and the optimal value is 5-10 kN/m.
Referring to fig. 1, the inverted filtering and draining system comprises a concrete water-resisting layer 15, an inverted filtering layer 16 and a water-permeable pipe 14, wherein the concrete water-resisting layer 15 is arranged outside the vertical two ends of the inverted filtering layer 16, and the water-permeable pipe 14 is embedded at the lower end of the inverted filtering layer 16 and is communicated with a water drainage hole 13 on the vertical arm plate 11. The range of the vertical distance of the connecting bolts 18 is 0.4-0.6 m, and the preferred value is 0.5 m. The inverted filter layer is usually a structure of sand gravel with the thickness of 0.3m and a composite drainage net. The thickness of the layered filling compaction of the wall back soil body A is not more than 0.3m, the preferred value is 0.2m, large-scale vibration compaction equipment such as a vibration roller and the like is forbidden to be adopted within the range of 2m away from the retaining wall in the layered filling compaction process, and small-scale vibration compaction equipment can be adopted for compaction operation.
Referring to fig. 2, the invention relates to a design method of a reinforced cantilever type retaining wall based on coordinated deformation, which comprises the following steps:
s01, calculating the assumed conditions
(1) Simplifying the vertical arm plate into an elastic foundation beam, fixedly connecting one end of the elastic foundation beam with the bottom plate, wherein the displacement and the corner are zero, and the horizontal displacement of the vertical arm plate at the connecting point is equal to the drawing displacement of the geogrid;
(2) assuming that forces acting on the vertical arm plate mainly comprise rock-soil lateral pressure, geotechnical grid reinforcement tension and bottom plate acting force, and not counting the self weight of the vertical arm plate and the friction force generated by filling on the vertical arm plate;
(3) considering the drawing displacement of the geogrid, assuming that a potential fracture surface in a soil body is a coulomb fracture surface, calculating the soil pressure according to the coulomb active soil pressure, and simplifying the soil pressure distribution into a trapezoid or a triangle;
(4) assuming that the drawing force and the drawing displacement of the geogrid are in a direct proportional relation, and the proportional coefficient of the geogrid is determined by a field drawing test;
s02, calculating the geogrid drawing force
(1) Determining geogrid drawing force, determining geogrid drawing force and vertical arm plate body internal force according to displacement deformation coordination principle, wherein drawing displacement delta i of geogrid at each connecting point and horizontal displacement f of vertical arm plate at connecting point of geogridiAnd (3) equality, establishing a displacement balance equation:
fi＝Δi
Δi＝δi(Ri-Rio)
in the formula: rjDrawing force of geogrid of jth layer，ΔiqAnd deltaijRespectively, the rock-soil pressure and the geogrid drawing force RjActing on the displacement of the point i vertical arm plate; deltaij＝Rjδij，δijFor geogrid drawing force RjA displacement coefficient acting on the point i; deltaiDetermining the drawing coefficient of the i-th layer of geogrid, namely the drawing displacement of the geogrid under the action of unit drawing force, by carrying out drawing tests on representative sections selected on site; rioThe initial drawing force of the i-th layer of geogrid is obtained;
when the soil pressure is in trapezoidal distribution, the equations are solved simultaneously, and the soil pressure is determined by structural mechanics calculation:
in the formula:
q0＝q2-q1，Lithe distance between the connecting point of the ith layer of geogrid and the vertical arm plate and the point O;
when j is not less than i, then
When j is less than i, then
The above-mentioned correlation formula is solved jointly to obtain:
let Ci＝Δiq+δiRi0And then:
solving the above-mentioned linearityEquation set, determining geogrid drawing force Ri。
S03, calculating the internal force of the vertical arm plate body
Let L0＝0，Ln+1＝L，R n+10. When y is L-LiWhen k is equal to n +1-i (i is equal to 1, 2.. times.n), there are:
in the formula: qy，MyRespectively is a vertical arm plate body shearing force and a bending moment; q (y), M (y) are respectively shearing force and bending moment of the earth pressure acting on the vertical arm plate; k is the number of the drawing points of the geogrid from the top of the pile to the bottom.
6. The construction method of the reinforced cantilever-type retaining wall based on the coordinated deformation as claimed in any one of claims 1 to 4, comprising the steps of:
p01, construction preparation and field leveling;
p02, accurately determining the position of the cantilever type retaining wall;
p03, erecting a cantilever type retaining wall construction template, laying a steel reinforcement cage, and arranging embedded parts at corresponding positions of connecting bolts (18) on the vertical arm plate 11;
p04, pouring cantilever type retaining wall concrete, and installing a connecting bolt 18 after the strength of the concrete reaches the design strength;
p05, filling and compacting a flange strong back soil body in a layered mode, arranging a concrete waterproof layer 15 and a permeable pipe 14 layer by layer from bottom to top while filling soil in a layered mode, and laying a reverse filter layer 16;
p06, when filling a wall back soil body A to the designed height of each layer of geogrids, laying the geogrids 17, pre-tensioning the geogrids 17 by using tensioning equipment, keeping the geogrids 17 in a tensioning state, continuously filling soil bodies, loosening the tensioning equipment when the filling thickness of the soil bodies on the geogrids reaches 0.5m, and reversely wrapping the geogrids 17 through the vertically adjacent connecting bolts 18;
and P07. filling a wall back soil body A until a specified elevation is reached.
The reinforced cantilever type retaining wall based on coordinated deformation has the characteristics of innovative structure, safety, reliability, convenience and quickness in construction, economy, reasonableness and the like, and is successfully applied to roadbed design of Sichuan-Tibet railways, Yuke-only railways and noble railways. Taking Yuke as an example, if the design of the existing cantilever type retaining wall is adopted, the average concrete consumption per kilometer can reach 6800m3The consumption of the steel bars reaches 477.7t, and after the reinforced cantilever type retaining wall based on coordinated deformation is adopted, the average consumption of concrete per kilometer is only 5324.5m3The amount of the steel bars is only 383.1t, the concrete amount can be saved by 21.7%, the steel bar amount can be saved by 19.8%, and the construction cost of the retaining wall is greatly reduced.
The foregoing is illustrative of the principles of the present invention and is not intended to limit the invention to the exact construction and operation shown and described, and accordingly, all modifications and equivalents may be resorted to, falling within the scope of the invention.
Claims (6)
1. The utility model provides a muscle cantilever type barricade based on coordinated deformation, includes arm-type barricade wall body, adds the muscle body and sets up anti-straining and drainage system between the two, has arm-type barricade wall body line direction unilateral along line setting of standing arm board (11), bottom plate (12), adds the muscle body and comprises geogrid (17) that the wall back of the body soil body (A) and layering laying in it that the compaction formed are filled to the layering, characterized by: connecting bolts (18) are arranged on the back of the vertical arm plate (11) at intervals, and two ends of each connecting bolt (18) are fixed through embedded parts; the geogrid (17) is reversely wrapped through two connecting bolts (18) which are adjacent up and down, so that the retaining wall is connected with the geogrid (17), and a certain initial drawing force is applied to the geogrid (17) layer by layer in the layered laying process, so that the geogrid (17) is in a tensioned state and partially deforms; and (3) performing a reverse filtration and drainage system in layers while filling the body (A) behind the wall in layers.
2. The reinforced cantilever-type retaining wall based on the coordinated deformation as set forth in claim 1, wherein: the geogrid (17) is a bidirectional plastic geogrid with longitudinal tensile strength being more than or equal to 40kN/m, the nominal elongation is less than or equal to 15%, and the initial drawing force of the geogrid (17) is 5-10 kN/m.
3. The reinforced cantilever-type retaining wall based on the coordinated deformation as set forth in claim 1, wherein: the inverted filtering and drainage system comprises a concrete water-resisting layer (15), an inverted filtering layer (16) and a water permeable pipe (14), wherein the concrete water-resisting layer (15) is arranged outside the vertical two ends of the inverted filtering layer (16), and the water permeable pipe (14) is embedded at the lower end of the inverted filtering layer (16) and communicated with a water drainage hole (13) in the vertical arm plate (11).
4. The reinforced cantilever-type retaining wall based on the coordinated deformation as set forth in claim 1, wherein: the vertical distance range of the connecting bolts (18) is 0.4-0.6 m, and the preferred value is 0.5 m; the inverted filter layer adopts a structure that sand gravel with the thickness of 0.3m is added with a layer of composite drainage net; the thickness of the layered filling compaction of the wall back soil body (A) is not more than 0.3m, and the preferred value is 0.2 m.
5. The method for designing a reinforced cantilever-type retaining wall based on coordinated deformation as claimed in any one of claims 1 to 4, comprising the steps of:
s01, calculating the assumed conditions
(1) Simplifying the vertical arm plate into an elastic foundation beam, fixedly connecting one end of the elastic foundation beam with the bottom plate, wherein the displacement and the corner are zero, and the horizontal displacement of the vertical arm plate at the connecting point is equal to the drawing displacement of the geogrid;
(2) assuming that forces acting on the vertical arm plate mainly comprise rock-soil lateral pressure, geotechnical grid reinforcement tension and bottom plate acting force, and not counting the self weight of the vertical arm plate and the friction force generated by filling on the vertical arm plate;
(3) considering the drawing displacement of the geogrid, assuming that a potential fracture surface in a soil body is a coulomb fracture surface, calculating the soil pressure according to the coulomb active soil pressure, and simplifying the soil pressure distribution into a trapezoid or a triangle;
(4) assuming that the drawing force and the drawing displacement of the geogrid are in a direct proportional relation, and the proportional coefficient of the geogrid is determined by a field drawing test;
s02, calculating the geogrid drawing force
(1) Determining geogrid drawing force, determining geogrid drawing force and vertical arm plate body internal force according to displacement deformation coordination principle, wherein drawing displacement delta i of geogrid at each connecting point and horizontal displacement f of vertical arm plate at connecting point of geogridiAnd (3) equality, establishing a displacement balance equation:
fi＝Δi
Δi＝δi(Ri-Rio)
in the formula: rjIs the drawing force, Delta, of the geogrid of the jth layeriqAnd deltaijRespectively, the rock-soil pressure and the geogrid drawing force RjActing on the displacement of the point i vertical arm plate; deltaij＝Rjδij，δijFor geogrid drawing force RjA displacement coefficient acting on the point i; deltaiDetermining the drawing coefficient of the i-th layer of geogrid, namely the drawing displacement of the geogrid under the action of unit drawing force, by carrying out drawing tests on representative sections selected on site; rioThe initial drawing force of the i-th layer of geogrid is obtained;
when the soil pressure is in trapezoidal distribution, the equations are solved simultaneously, and the soil pressure is determined by structural mechanics calculation:
in the formula:
q0＝q2-q1，Lithe distance between the connecting point of the ith layer of geogrid and the vertical arm plate and the point O;
when j is not less than i, then
When j is less than i, then
The above-mentioned correlation formula is solved jointly to obtain:
let Ci＝Δiq+δiRi0And then:
solving the linear equation set to determine the geogrid drawing force Ri。
S03, calculating the internal force of the vertical arm plate body
Let L0＝0，Ln+1＝L，Rn+10. When y is L-LiWhen k is equal to n +1-i (i is equal to 1, 2.. times.n), there are:
in the formula: qy，MyRespectively is a vertical arm plate body shearing force and a bending moment; q (y), M (y) are respectively shearing force and bending moment of the earth pressure acting on the vertical arm plate; k is the number of the drawing points of the geogrid from the top of the pile to the bottom.
6. The construction method of the reinforced cantilever-type retaining wall based on the coordinated deformation as claimed in any one of claims 1 to 4, comprising the steps of:
p01, construction preparation and field leveling;
p02, accurately determining the position of the cantilever type retaining wall;
p03, erecting a cantilever type retaining wall construction template, laying a reinforcement cage, and arranging embedded parts at corresponding positions of connecting bolts (18) on the vertical arm plate (11);
p04, pouring cantilever type retaining wall concrete, and installing a connecting bolt (18) after the strength of the concrete reaches the designed strength;
p05, filling and compacting a flange strong back soil body in a layered mode, arranging a concrete waterproof layer (15) and a permeable pipe (14) layer by layer from bottom to top while filling soil in a layered mode, and laying a reverse filtering layer (16);
p06, when filling a wall back soil body (A) to the designed height of each layer of geogrids, laying the geogrids (17), pre-tensioning the geogrids (17) by using tensioning equipment, keeping the geogrids (17) in a tensioning state, continuously filling the soil body, loosening the tensioning equipment when the filling thickness of the soil body on the geogrids reaches 0.5m, and reversely wrapping the geogrids (17) through upper and lower adjacent connecting bolts (18);
and P07, filling a wall back soil body (A) until a designated elevation.
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| CN102966119A (en) * | 2012-12-05 | 2013-03-13 | 青岛旭域土工材料股份有限公司 | Geogrid reinforced wall and construction method thereof |
| JP2014012971A (en) * | 2012-07-05 | 2014-01-23 | Maeda Kosen Co Ltd | Reinforced soil wall and construction method for the same |
| CN103669399A (en) * | 2013-12-30 | 2014-03-26 | 青岛旭域土工材料股份有限公司 | Concrete panel reinforced retaining wall and construction method thereof |
| CN107514008A (en) * | 2017-09-27 | 2017-12-26 | 长江勘测规划设计研究有限责任公司 | Composite foundation reinforced cantilever retaining wall structure and construction method |
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2021
- 2021-11-24 CN CN202111405429.5A patent/CN114045866A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2014012971A (en) * | 2012-07-05 | 2014-01-23 | Maeda Kosen Co Ltd | Reinforced soil wall and construction method for the same |
| CN102966119A (en) * | 2012-12-05 | 2013-03-13 | 青岛旭域土工材料股份有限公司 | Geogrid reinforced wall and construction method thereof |
| CN103669399A (en) * | 2013-12-30 | 2014-03-26 | 青岛旭域土工材料股份有限公司 | Concrete panel reinforced retaining wall and construction method thereof |
| CN107514008A (en) * | 2017-09-27 | 2017-12-26 | 长江勘测规划设计研究有限责任公司 | Composite foundation reinforced cantilever retaining wall structure and construction method |
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Application publication date: 20220215 |