CN114277777B - Reinforced pile plate wall based on coordinated deformation and design and construction method thereof - Google Patents
Reinforced pile plate wall based on coordinated deformation and design and construction method thereof Download PDFInfo
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Abstract
Reinforced pile plate wall based on coordinated deformation to realize coordinated stress and deformation of the anchor piles and the reinforced body, fully exert the reinforcement effect of the geogrid, and further control the deformation of the supporting structure more economically and effectively. The pile plate wall comprises a flange pile and a soil retaining plate, wherein the reinforcement is formed by filling and compacting wall back soil bodies in layers and geogrids laid in the wall back soil bodies in layers. The back of the flange piles is provided with vertical interval connecting bolts, and two ends of each connecting bolt are respectively fixed on two adjacent flange piles through embedded parts. The geogrid forms a reverse package through two connecting bolts which are adjacent up and down, so that the connection between the pile plate wall body and the geogrid is realized, and 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 is partially deformed. And simultaneously carrying out layered application of the reverse filtering layers while filling the body after layered wall filling.
Description
Technical Field
The invention belongs to the field of railway engineering, and relates to a reinforced pile plate wall based on coordinated deformation and a design and construction method thereof.
Background
The pile plate wall has strong applicability and high reliability, is one of the most widely used supporting structure types in the railway engineering at present, and has irreplaceable function. When pile plate walls are arranged on railway embankment sections, if filling is higher, geogrids are paved in embankment filling so as to improve physical and mechanical properties of the embankment filling and reduce the sectional area of a designed pile. In recent years, with the continuous increase of railway running speed, the requirement for deformation control of railway roadbed retaining structures is becoming more and more strict, and geogrids are used as flexible materials, and enough deformation is needed to fully exert effects. The existing reinforced pile plate wall has the defects that the rigidity of piles is large, the deformation of geogrid is small, the effect of the geogrid cannot be fully exerted, most of load is borne by the piles, the cooperative stress of the piles and the geotechnical materials cannot be realized, and waste is caused.
Therefore, a reinforced pile plate wall structure with good integrity, good economy and convenient construction and popularization and application prospects is urgently needed to fully play the role of reinforcing the geogrid so as to solve the problems.
Disclosure of Invention
The invention aims to solve the technical problem of providing a reinforced pile plate wall based on coordinated deformation so as to realize coordinated stress and deformation of an anchor pile and a reinforced body and fully exert the reinforcement effect of a geogrid, thereby controlling the deformation of a supporting structure more economically and effectively.
The technical scheme adopted for solving the technical problems is as follows:
the invention relates to a reinforced pile plate wall based on coordinated deformation, which comprises a pile plate wall body, a reinforced body and a reverse filtering layer arranged between the pile plate wall body and the reinforced body, wherein the pile plate wall body consists of flange piles and retaining plates, the flange piles are arranged on one side along the line direction, the retaining plates are hung on flanges of adjacent flange piles, the reinforced body consists of a wall back soil body formed by filling and compacting in a layered manner and a geogrid laid in the wall back soil body in a layered manner, and the reinforced pile plate wall is characterized in that: the back of each flange pile is provided with vertical interval connecting bolts, and two ends of each connecting bolt are respectively fixed on two adjacent flange piles through embedded parts; the geogrid is reversely wrapped through two connecting bolts which are adjacent up and down, so that the connection between the pile plate wall body and the geogrid is realized, and 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 is partially deformed; synchronously layering and applying a reverse filtering layer while filling the body after layering and filling the wall; the geogrid adopts a bidirectional plastic geogrid with the longitudinal tensile strength more than or equal to 40kN/m, the nominal elongation is less than or equal to 15 percent, and the initial drawing force of the geogrid is 5-10 kN/m.
The invention aims to provide a method for designing the reinforced pile plate wall based on coordinated deformation. The design method comprises the following steps:
s01, calculating a hypothetical condition
(1) Assuming that each flange pile bears the lateral pressure of rock and soil in the middle of two adjacent piles, the forces acting on the piles mainly comprise the lateral pressure of the rock and soil, the tension of the geogrid bars and the acting force of the piles Zhou Yantu of the flange pile anchoring section, and the self weight of the pile body, the counterforce of the pile bottom and the friction between the piles and the rock and soil are not counted;
(2) The flange pile, the flange pile anchoring section pile Zhou Yantu and the geogrid are regarded as a whole, the flange pile is simplified into an elastic foundation beam constrained by transverse deformation, and the displacement of the flange pile and the pulling displacement of the geogrid are connected;
(3) Considering the drawing displacement of the geogrid, assuming potential fracture surfaces in the slope body are coulomb fracture surfaces, calculating the soil pressure according to coulomb active soil pressure, and simplifying the soil pressure distribution into trapezoids and triangles;
(4) Assuming that the geogrid drawing force and the drawing displacement are in a proportional relation, and determining the proportional coefficient of the geogrid drawing force and the drawing displacement through an on-site drawing test;
s02, calculating and determining the drawing force of the geogrid
According to the deformation coordination principle, determining the geogrid drawing force and the inner force of a pile body of a flange pile according to a foundation coefficient method, and determining the shearing force Q at an O point of an anchoring section of the flange pile 0 Bending moment M 0 The calculation is as follows:
wherein: m, Q is the bending moment and shearing force of the earth pressure acting on the O point of the flange pile respectively; r is R j L is the drawing force of the j-th layer geogrid j The distance between the j-th layer geogrid and the flange pile connecting point and the O point is the distance;
by the displacement deformation coordination principle, the drawing displacement delta i of the geogrid at each connection point and the horizontal displacement f of the flange pile at the connection point where the geogrid is positioned i Equal, the displacement balance equation is established as follows:
f i ＝Δi
Δi＝δ i (R i -R io )
wherein: x is X 0 、Respectively the displacement and the corner of the pile at the point O at the top end of the flange pile anchoring section; delta iq Delta ij Respectively the rock-soil pressure and the geogrid drawing force R j The displacement of the flange pile of the point i is acted; delta ij ＝R j δ ij ，δ ij For the geogrid drawing force R j The displacement coefficient acting on the point i; delta i The drawing coefficient of the i-th layer geogrid, namely the drawing displacement of the geogrid under the action of unit drawing force, can be determined by carrying out drawing tests on a representative section selected on site; r is R io Initial drawing force for the ith geogrid;
when the soil pressure is in trapezoidal distribution, the equation is solved simultaneously, and the equation is determined by structural mechanics calculation as follows:
wherein:q 0 ＝q 2 -q 1
when j is greater than or equal to i, then
When j < i, then
X 0 、The method is characterized by comprising the following steps of:
wherein: phi (phi) 1 、φ 2 、φ 3 Is a dimensionless coefficient; beta is the deformation coefficient of the pile; e is the elastic modulus of the pile; i is the section moment of inertia of the pile.
And (3) making:
then:
the joint solution of the related formulas can be obtained:
zeta order ij ＝A i +B i L j +δ ij ，C i ＝A i Q+B i M+Δ iq +δ i R i0 Then
Solving the linear equation set to determine the geogrid drawing force R i ；
S03, calculating and determining internal force of pile body of non-anchoring section
Let L 0 ＝0，L n+1 ＝L，R n+1 =0. When y=l-L i When k=n+1-i (i=1, 2, n.) has:
wherein: q (Q) y ，M y Respectively shear force and bending moment of the pile body; q (y), M (y) are respectively the shearing force and bending moment of the soil pressure acting on the pile; k is the number of drawing points of the geogrid from the pile top downwards;
s04, calculating the internal force of the pile body of the anchoring section according to a common method for calculating the anchoring pile.
The invention aims to provide a construction method of the reinforced pile plate wall based on coordinated deformation. The construction method comprises the following steps:
p01. preparing construction, leveling the field;
p02. accurately determining the positions of the flange piles, and forming holes by adopting a manual hole digging method;
p03. erecting a flange pile construction template at the corresponding pile position, lowering a reinforcement cage of the flange pile, and arranging embedded parts at the corresponding positions of the connecting bolts on the flange pile;
p04. pouring flange pile concrete, and installing a connecting bolt after the concrete strength reaches the design strength;
p05. filling the compacted wall layer by layer, hoisting the retaining plate layer by layer while filling soil layer by layer, and laying a reverse filtering layer on the back of the retaining plate layer by layer;
p06. when the wall is filled and the filling body reaches the designed height of each layer of geogrid, paving the geogrid, pre-tensioning the geogrid by using tensioning equipment, keeping the tensioning state of the geogrid and continuously filling soil, and loosening the tensioning equipment when the filling thickness of the soil on the geogrid reaches 0.5m, and reversely wrapping the geogrid by using connecting bolts adjacent from top to bottom;
p07. filling the body (a) after filling the wall up to the embankment filling level (C).
The invention has the advantages that certain initial drawing force is applied to the geogrid layer by layer in the layering laying process, so that the geogrid is in a tensioning state, the pile plate wall body is firstly constructed, the reinforcement body is filled after the wall is reversely packed and filled in layers, partial deformation is allowed to be generated, the tensile force effect of the geogrid is exerted, the coordinated stress and deformation of the pile plate wall body and the reinforcement body are realized, the reinforcement effect of the geogrid is fully exerted, and the deformation of the retaining structure is more economically and effectively controlled; the pile plate wall has the characteristics of innovative structure, safety, reliability, convenience in construction, economy, rationality and the like, can save 23.9 percent of concrete consumption and 22.3 percent of steel bar consumption, and greatly reduces the construction cost of the pile plate wall.
Drawings
The specification includes four drawings as follows:
FIG. 1 is a cross-sectional view of a reinforced sheet pile wall based on coordinated deformation in accordance with the present invention;
FIG. 2 is a front view of a reinforced sheet pile wall based on coordinated deformation in accordance with the present invention;
FIG. 3 is a plan view of a reinforced sheet pile wall based on coordinated deformation in accordance with the present invention;
fig. 4 is a computational diagram of a method of designing a reinforced sheet pile wall based on coordinated deformation in accordance with the present invention.
The labels in the figures and their corresponding meanings: flange piles 10, connecting bolts 11, retaining plates 20, a reverse filter layer 30, geogrids 40, a post-wall filling body A, a embankment filling elevation C and a ground line D.
Detailed Description
The invention will be further described with reference to the drawings and examples.
Referring to fig. 1,2 and 3, the reinforced pile-sheet wall based on coordinated deformation of the present invention comprises a pile-sheet wall body, a reinforced body and a reverse filtering layer 30 arranged between the reinforced body and the reinforced body, wherein the pile-sheet wall body is composed of flange piles 10 and retaining plates 20, the flange piles 10 are arranged on one side in the line direction, the retaining plates 20 are hung on the flanges of the adjacent flange piles 10, and the reinforced body is composed of a wall post-filling body A formed by layered filling and compaction and a geogrid 40 layered and paved in the post-filling body A. The back of the flange piles 10 is provided with vertical interval connecting bolts 11, and two ends of each connecting bolt 11 are respectively fixed on two adjacent flange piles 10 through embedded parts. The geogrid 40 is reversely wrapped through the two connecting bolts 11 which are adjacent up and down, so that the connection between the pile plate wall body and the geogrid 40 is realized, and the integrity of the pile plate wall body and the geogrid is improved. In the layered paving process, certain initial pulling force is applied to the geogrid 40 layer by layer, so that the geogrid 40 is in a tensioned state and is partially deformed, the tensile force effect of the geogrid is exerted, the coordinated stress and deformation of the pile plate wall body and the reinforcement body are realized, the reinforcement effect of the geogrid is fully exerted, and the deformation of the supporting structure is controlled more economically and effectively. The reverse filter layer 30 is applied simultaneously in layers while the body a is being filled after the wall is filled in layers.
Referring to fig. 1,2 and 3, the geogrid 40 adopts a bidirectional plastic geogrid with the longitudinal tensile strength not less than 40kN/m, the nominal elongation is not more than 15%, and the initial drawing force of the geogrid 40 is 5-10 kN/m. The vertical distance of the connecting bolts 11 is in the range of 0.4-0.6 m, and the preferable value is 0.6m. The reverse filtration layer is typically a composite structure of 0.3m thick sand gravel plus a layer of composite drainage mesh. The thickness of the wall post-filling body A in a layered filling compaction mode is not more than 0.3m, preferably 0.3m, and a small-sized vibration compaction device is adopted for compaction operation.
Referring to fig. 4, the method for designing the reinforced pile plate wall based on coordinated deformation comprises the following steps:
s01, calculating a hypothetical condition
(1) Assuming that each flange pile bears the lateral pressure of rock and soil in the middle of two adjacent piles, the forces acting on the piles mainly comprise the lateral pressure of the rock and soil, the tension of the geogrid bars and the acting force of the piles Zhou Yantu of the flange pile anchoring section, and the self weight of the pile body, the counterforce of the pile bottom and the friction between the piles and the rock and soil are not counted;
(2) The flange pile, the flange pile anchoring section pile Zhou Yantu and the geogrid are regarded as a whole, the flange pile is simplified into an elastic foundation beam constrained by transverse deformation, and the displacement of the flange pile and the pulling displacement of the geogrid are connected;
(3) Considering the drawing displacement of the geogrid, assuming potential fracture surfaces in the slope body are coulomb fracture surfaces, calculating the soil pressure according to coulomb active soil pressure, and simplifying the soil pressure distribution into trapezoids and triangles;
(4) Assuming that the geogrid drawing force and the drawing displacement are in a proportional relation, and determining the proportional coefficient of the geogrid drawing force and the drawing displacement through an on-site drawing test;
s02, calculating and determining the drawing force of the geogrid
According to the deformation coordination principle, determining the geogrid drawing force and the inner force of a pile body of a flange pile according to a foundation coefficient method, and determining the shearing force Q at an O point of an anchoring section of the flange pile 0 Bending moment M 0 The calculation is as follows:
wherein: m, Q is the bending moment and shearing force of the earth pressure acting on the O point of the flange pile respectively; r is R j L is the drawing force of the j-th layer geogrid j The distance between the j-th layer geogrid and the flange pile connecting point and the O point is the distance;
by the displacement deformation coordination principle, the drawing displacement delta i of the geogrid at each connection point and the horizontal displacement f of the flange pile at the connection point where the geogrid is positioned i Equal, the displacement balance equation is established as follows:
f i ＝Δi
Δi＝δ i (R i -R io )
wherein: x is X 0 、Respectively the displacement and the corner of the pile at the point O at the top end of the flange pile anchoring section; delta iq Delta ij Respectively the rock-soil pressure and the geogrid drawing force R j The displacement of the flange pile of the point i is acted; delta ij ＝R j δ ij ，δ ij For the geogrid drawing force R j The displacement coefficient acting on the point i; delta i The drawing coefficient of the i-th layer geogrid, namely the drawing displacement of the geogrid under the action of unit drawing force, can be determined by carrying out drawing tests on a representative section selected on site; r is R io Initial drawing force for the ith geogrid;
when the soil pressure is in trapezoidal distribution, the equation is solved simultaneously, and the equation is determined by structural mechanics calculation as follows:
wherein:q 0 ＝q 2 -q 1
when j is greater than or equal to i, then
When j < i, then
X 0 、The method is characterized by comprising the following steps of:
wherein: phi (phi) 1 、φ 2 、φ 3 Is a dimensionless coefficient; beta is the deformation coefficient of the pile; e is the elastic modulus of the pile; i is the section moment of inertia of the pile.
And (3) making:
then:
the joint solution of the related formulas can be obtained:
zeta order ij ＝A i +B i L j +δ ij ，C i ＝A i Q+B i M+Δ iq +δ i R i0 Then
Solving the linear equation set to determine the geogrid drawing force R i ；
S03, calculating and determining internal force of pile body of non-anchoring section
Let L 0 ＝0，L n+1 ＝L，R n+1 When y=l-L, when y=0 i When k=n+1-i (i=1, 2, n.) has:
wherein: q (Q) y ，M y Respectively shear force and bending moment of the pile body; q (y), M (y) are respectively the shearing force and bending moment of the soil pressure acting on the pile; k is the number of drawing points of the geogrid from the pile top downwards;
s04, calculating the internal force of the pile body of the anchoring section according to a common method for calculating the anchoring pile.
Referring to fig. 1,2 and 3, the construction method of the reinforced pile plate wall based on coordinated deformation of the invention comprises the following steps:
p01. preparing construction, leveling the field;
p02. accurately determining the position of each flange pile 10, and forming holes by adopting a manual hole digging method;
p03. erecting a flange pile 10 construction template at the corresponding pile position, lowering a reinforcement cage of the flange pile 10, and arranging embedded parts at the corresponding positions of the connecting bolts 11 on the flange pile 10;
p04. pouring concrete of the flange pile 10, and installing a connecting bolt 11 after the concrete strength reaches the design strength;
p05. filling the compacted wall layer by layer and then filling the body A, hoisting the retaining plate 20 layer by layer while filling soil layer by layer, and paving the reverse filtering layer 30 layer by layer on the back of the retaining plate 20;
p06. when the filling body a reaches the designed height of each layer of geogrid after filling the wall, paving the geogrid 40, pre-tensioning the geogrid 40 by using tensioning equipment, keeping the tensioning state of the geogrid 40 and continuing to fill the soil body, and when the filling thickness of the soil body on the geogrid 40 reaches 0.5m, loosening the tensioning equipment, and reversely wrapping the geogrid 40 by using connecting bolts 11 which are adjacent up and down;
and P07, filling the body A after filling the wall until the embankment filling elevation C.
The reinforced pile plate wall based on coordinated deformation has the characteristics of innovative structure, safety, reliability, convenience in construction, economy, rationality and the like, and the applicant successfully applies the reinforced pile plate wall to roadbed designs of adult special, adult noble railway, adult soft special and noble wide railway. Taking the Sichuan railway as an example, if the conventional pile plate wall is designed, the average concrete consumption per kilometer can reach 18160.5m 3 The consumption of the steel bars reaches 1415t, and the average consumption of concrete per kilometer is only 13820.2m after the adoption of the reinforced pile plate wall 3 The consumption of the steel bars is only 1099.6t, the consumption of concrete can be saved by 23.9 percent, and the consumption of the steel bars is 22.3 percent, thereby greatly reducing the construction cost of the pile plate wall.
The foregoing is provided for the purpose of illustrating the principles of the present invention and is not intended to limit the invention to the particular structure and application scope of the invention shown and described, but is to be accorded the full range of possible modifications and equivalent structures.
Claims (1)
1. The utility model provides a design method of reinforced pile plate wall based on coordinated deformation, including pile plate wall body, reinforced body and set up anti-filtering layer (30) between the two, pile plate wall body comprises flange stake (10) and retaining plate (20), flange stake (10) are along line direction unilateral setting, retaining plate (20) are hung and are established on the flange of adjacent flange stake (10), reinforced body is by layer filling behind the wall that compaction formed filling body (A) and layer-by-layer and laid geogrid (40) in it, flange stake (10) back of the pile department sets up vertical interval connecting bolt (11), the both ends of each connecting bolt (11) are fixed on two adjacent stake (10) through the built-in fitting respectively, geogrid (40) are through two connecting bolts (11) that upper and lower are adjacent forming anti-packet, realize the connection of pile plate wall body and geogrid (40), exert certain initial drawing force to geogrid layer by layer in the layering laying process, make geogrid (40) be in the tensioning state and produce partial deformation behind the layer-by-layer and design layer, the anti-filtering layer (30) is implemented in the following step after filling body design of layer, simultaneously, the method includes the step of filling layer (30) is carried out in the following step:
s01, calculating a hypothetical condition
(1) Assuming that each flange pile bears the lateral pressure of rock and soil in the middle of two adjacent piles, the forces acting on the piles mainly comprise the lateral pressure of the rock and soil, the tension of the geogrid bars and the acting force of the piles Zhou Yantu of the flange pile anchoring section, and the self weight of the pile body, the counterforce of the pile bottom and the friction between the piles and the rock and soil are not counted;
(2) The flange pile, the flange pile anchoring section pile Zhou Yantu and the geogrid are regarded as a whole, the flange pile is simplified into an elastic foundation beam constrained by transverse deformation, and the displacement of the flange pile and the pulling displacement of the geogrid are connected;
(3) Considering the drawing displacement of the geogrid, assuming potential fracture surfaces in the slope body are coulomb fracture surfaces, calculating the soil pressure according to coulomb active soil pressure, and simplifying the soil pressure distribution into trapezoids and triangles;
(4) Assuming that the geogrid drawing force and the drawing displacement are in a proportional relation, and determining the proportional coefficient of the geogrid drawing force and the drawing displacement through an on-site drawing test;
s02, calculating and determining the drawing force of the geogrid
According to the deformation coordination principle, determining the geogrid drawing force and the inner force of a pile body of a flange pile according to a foundation coefficient method, and determining the shearing force Q at an O point of an anchoring section of the flange pile 0 Bending moment M 0 The calculation is as follows:
wherein: m, Q is the bending moment and shearing force of the earth pressure acting on the O point of the flange pile respectively; r is R j L is the drawing force of the j-th layer geogrid j The distance between the j-th layer geogrid and the flange pile connecting point and the O point is the distance;
by the displacement deformation coordination principle, the drawing displacement delta i of the geogrid at each connection point and the horizontal displacement f of the flange pile at the connection point where the geogrid is positioned i Equal, the displacement balance equation is established as follows:
f i ＝Δi
Δi＝δ i (R i -R io )
wherein: x is X 0 、Respectively the displacement and the corner of the pile at the point O at the top end of the flange pile anchoring section; delta iq Delta ij Respectively the rock-soil pressure and the geogrid drawing force R j The displacement of the flange pile of the point i is acted; delta ij ＝R j δ ij ，δ ij For the geogrid drawing force R j The displacement coefficient acting on the point i; delta i The drawing coefficient of the i-th layer geogrid, namely the drawing displacement of the geogrid under the action of unit drawing force, can be determined by carrying out drawing tests on a representative section selected on site; r is R io Initial drawing force for the ith geogrid;
when the soil pressure is in trapezoidal distribution, the equation is solved simultaneously, and the equation is determined by structural mechanics calculation as follows:
wherein:q 0 ＝q 2 -q 1
when j is greater than or equal to i, then
When j < i, then
X 0 、The method is characterized by comprising the following steps of:
wherein: phi (phi) 1 、φ 2 、φ 3 Is a dimensionless coefficient; beta is the deformation coefficient of the pile; e is the elastic modulus of the pile; i is the section moment of inertia of the pile;
and (3) making:
then:
the joint solution of the related formulas can be obtained:
zeta order ij ＝A i +B i L j +δ ij ，C i ＝A i Q+B i M+Δ iq +δ i R i0 Then
Solving the linear equation set to determine the geogrid drawing force R i ；
S03, calculating and determining internal force of pile body of non-anchoring section
Let L 0 ＝0，L n+1 ＝L，R n+1 When y=l-L, when y=0 i When k=n+1-i (i=1, 2, n.) has:
wherein: q (Q) y ，M y Respectively shear force and bending moment of the pile body; q (y), M (y) are respectively the shearing force and bending moment of the soil pressure acting on the pile; k is the pulling of the geogrid from the pile top to the bottomThe number of the pulling points;
s04, calculating the internal force of the pile body of the anchoring section according to a common method for calculating the anchoring pile.
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| CN111291492B (en) * | 2020-02-20 | 2023-01-13 | 中铁二院工程集团有限责任公司 | Method for improving anti-skid and anti-overturning safety of existing weight-balance retaining wall |
| CN111455831A (en) * | 2020-03-27 | 2020-07-28 | 中北大学 | Ultrahigh composite reinforced earth abutment combined with prestressed anchor cable and construction method thereof |
| CN113152189B (en) * | 2021-05-07 | 2023-12-19 | 浙江绿艺建设有限公司 | Parking lot interlocking block structure and construction method |
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| KR20070073434A (en) * | 2006-01-05 | 2007-07-10 | 박성언 | Environment green wall |
| CN103410167A (en) * | 2013-08-29 | 2013-11-27 | 深圳市福田建安建设集团有限公司 | Three-dimensional reinforced rigid-soft composite ecological retaining wall and construction method |
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