CN120012204B - Stress calculation method for reinforced earth retaining wall with steel grid panel - Google Patents
Stress calculation method for reinforced earth retaining wall with steel grid panelInfo
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Abstract
The invention discloses a method for calculating the stress of a reinforced earth retaining wall with a reinforced grid panel type, which is simple in concept and easy to operate in practice. The reinforced bar grid panel type reinforced earth retaining wall consists of filled earth, tie bars distributed horizontally and grid panel units, wherein each grid panel unit comprises an inclined pull rod, a vertical rod and a horizontal rod, the calculation method comprises the steps of numbering the grid panel units from top to bottom, calculating lateral earth pressure and tie bar tensile force acting on any grid panel unit according to static balance conditions of local soil wedges, calculating the inclined pull rod axial force and the cross section normal stress of any grid panel unit by taking a grid panel unit structure as a hyperstatic structure, calculating the vertical rod axial force, the bending moment, the shearing force and the cross section normal stress of any grid panel unit according to static balance conditions, and calculating the horizontal rod axial force, the bending moment, the shearing force and the cross section normal stress of any grid panel unit according to static balance conditions, wherein the step 400 comprises the step of calculating the horizontal rod axial force, the shearing force and the cross section normal stress of any grid panel unit according to static balance conditions.
Description
Technical Field
The invention relates to the technical field of reinforced grid panel type reinforced earth retaining wall stress calculation, in particular to a reinforced grid panel type reinforced earth retaining wall stress calculation method.
Background
The filling engineering is a common engineering type in engineering construction in the fields of roads, buildings, municipal works and the like, and a stable reinforcement measure of the filling engineering is one of the focus problems of practical engineering. The reinforced grid panel type reinforced earth retaining wall is a novel technical means capable of solving the problem of stable reinforcement of filling engineering, and the structure has the advantages of light structure, convenience in installation, economy, high engineering adaptability, low carbon, environment friendliness and the like, and has wide application prospects in practice. The reasonable stress calculation and analysis are the precondition for the practical engineering design of the reinforced grid panel reinforced retaining wall, and have important significance for the reasonable design of the reinforced grid panel reinforced retaining wall engineering.
Under the action of self weight of filled soil and load of top surface of filled soil, the reinforced grid panel, tie bars and the like in the reinforced grid panel type reinforced soil retaining wall all present certain stress characteristics, and the stress characteristics are different along the height direction of the wall, so the structure is novel, no calculation method aiming at the stress of the reinforced grid panel type reinforced soil retaining wall is available in the current specification, theoretical method reference is lacking in relevant actual engineering, experience is mainly adopted, and blindness is provided in design. Therefore, for the reinforced grid panel type reinforced earth retaining wall structure, a reasonable and simple stress calculation and analysis method is needed in engineering practice.
At present, a plurality of calculation and analysis methods are available for common reinforced earth retaining walls, but the methods are aimed at classical wall surface plate structures of an integral panel type and an entity stop type, and no calculation and analysis method is available for stress of the reinforced earth retaining walls of a reinforced grid panel type by taking a reinforced grid as a main structure of the wall surface plate.
On the other hand, for the stress calculation and analysis of the reinforced grid panel reinforced earth retaining wall, numerical simulation methods such as finite elements, finite difference and the like can be adopted. However, for the numerical simulation method, a numerical model needs to be established first, and the rationality of the numerical model depends on factors such as model parameters, model grid precision, material constitutive model, boundary conditions and the like, so that the modeling process is complex and complicated (the modeling difficulty of the reinforcing steel bar grid type wall plate structure with dense reinforcing steel bar distribution is particularly increased), artificial subjective operation interference exists, inheritance is difficult (different people need to start from modeling operation), and the research on complex problems can be used as a reference means, but the rapid analysis operation of practical engineering technicians is not facilitated.
Therefore, the stress calculation analysis of the reinforced grid panel reinforced earth retaining wall at present is also lack of a simplified theoretical calculation method which is simple in concept and easy to operate in practice, so that the related engineering design is not fully and reasonably subjected to the analysis of specific application or the calculation analysis operation process is complicated.
Disclosure of Invention
The invention aims to provide a reinforced earth retaining wall stress calculation method of a reinforced grid panel type, which is simple in concept and practical and easy to operate.
In order to achieve the above purpose, the invention provides a reinforced grid panel type reinforced earth retaining wall stress calculating method, which comprises the following steps:
The reinforced grid panel type reinforced earth retaining wall stress calculation method comprises the steps of filling soil, stretching bars distributed horizontally and a reinforced grid panel structure, wherein the reinforced grid panel structure comprises a plurality of grid panel units which are sequentially overlapped from top to bottom, each grid panel unit comprises a plurality of inclined pull rods, vertical rods, horizontal rods and connecting rods therebetween, and the stretching bars are connected and fixed with the reinforced grid panel structure at each horizontal rod, and the calculation method comprises the following steps:
step 100, numbering grid panel units from top to bottom, and calculating lateral soil pressure and lacing wire tension acting on any layer of grid panel units according to static balance conditions of local soil wedges;
Step 200, regarding the grid panel unit structure as a primary statically indeterminate structure, and calculating the axial force and the cross section normal stress of the oblique pull rod of any layer of grid panel unit;
Step 300, calculating axial force, bending moment, shearing force and cross section normal stress of the vertical rod of any layer of grid panel unit according to static balance conditions;
And 400, calculating the axial force, bending moment, shearing force and cross section normal stress of the horizontal rods of any layer of grid panel units according to the static balance condition.
The method for calculating the stress of the reinforced grid panel type reinforced earth retaining wall is based on the grid panel units of the reinforced grid panel structure and the static balance conditions of the local soil wedges related to the unit bodies, fully reflects the interaction between the reinforced grid panel structure and the filled soil, can simply and quickly calculate the internal force of each component (such as an oblique pull rod, a vertical rod, a horizontal rod and a horizontal pull rod at a corresponding layer) in the reinforced grid panel type reinforced earth retaining wall, has comprehensive calculation content, reasonable principle, clear concept and simple algorithm, is convenient for practical and quick operation, overcomes the defects of the traditional method, does not need to test or numerical simulation calculation with time and effort and high cost, can greatly improve the design calculation efficiency, provides a quick and effective technical means and algorithm basis for the practical engineering design calculation operation of the reinforced grid panel type reinforced earth retaining wall, and has important technical significance and engineering application value.
The invention is further described below with reference to the drawings and detailed description. Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The accompanying drawings, which form a part hereof, are shown by way of illustration and not of limitation, and in which are shown by way of illustration and description of the invention. In the drawings:
fig. 1 is a schematic structural view of a reinforced grid panel type reinforced earth retaining wall.
FIG. 2 is a schematic diagram of a stress analysis model of any one layer of grid panel cells.
FIG. 3 is a schematic diagram of a stress analysis model of local soil wedges associated with any one layer of grid panel cells.
Detailed Description
The present invention will now be described more fully hereinafter with reference to the accompanying drawings. Those of ordinary skill in the art will be able to implement the invention based on these descriptions. Before describing the present invention with reference to the accompanying drawings, it should be noted in particular that:
The technical solutions and technical features provided in the sections including the following description in the present invention may be combined with each other without conflict.
In addition, the embodiments of the present invention referred to in the following description are typically only some, but not all, embodiments of the present invention. Therefore, all other embodiments, which can be made by one of ordinary skill in the art without undue burden, are intended to be within the scope of the present invention, based on the embodiments of the present invention.
Terms and units in relation to the present invention. The terms "comprising," "having," and any variations thereof in the description and claims of the invention and in the relevant sections are intended to cover a non-exclusive inclusion.
The concrete implementation mode of the reinforced grid panel type reinforced earth retaining wall stress calculation method comprises the following steps:
step 100, numbering grid panel units from top to bottom, and calculating lateral soil pressure and lacing wire tension acting on any layer of grid panel units according to static balance conditions of local soil wedges;
Step 200, regarding the grid panel unit structure as a primary statically indeterminate structure, and calculating the axial force and the cross section normal stress of the oblique pull rod of any layer of grid panel unit;
Step 300, calculating axial force, bending moment, shearing force and cross section normal stress of the vertical rod of any layer of grid panel unit according to static balance conditions;
And 400, calculating the axial force, bending moment, shearing force and cross section normal stress of the horizontal rods of any layer of grid panel units according to the static balance condition.
The steps are described in detail below.
Step 100
Fig. 1 is a schematic structural view of a reinforced grid panel type reinforced earth retaining wall. The reinforced bar grid panel type reinforced earth retaining wall shown in fig. 1 is composed of filling earth 10, tie bars 60 distributed horizontally and a reinforced bar grid panel structure, wherein the reinforced bar grid panel structure is composed of a plurality of grid panel units 20 stacked from top to bottom in sequence, each grid panel unit 20 comprises a plurality of inclined pull rods 30, vertical rods 40, horizontal rods 50 and connecting rods thereof, the tie bars 60 and the reinforced bar grid panel structure are connected and fixed at the positions of the horizontal rods 50, each vertical rod 40 and the horizontal rods 50 are the same reinforced bars, the bending angle of the reinforced bars is 90 degrees or close to 90 degrees, and the tie bars 60 are made of geosynthetics.
FIG. 2 is a schematic diagram of a stress analysis model of any one layer of grid panel cells. As shown in fig. 2, for the rod system OAB (AB is shown as diagonal tie, AO is shown as vertical and BO is shown as horizontal) of the i-th layer grid panel unit structure from top to bottom shown in fig. 2, the forces include tie tension T i, lateral soil pressure E i acting on the vertical rod, upper vertical pressure P i acting on the top of the horizontal rod, and lower vertical reaction N i acting on the bottom of the horizontal rod.
From the static equilibrium conditions, it is possible to:
Ti+RL i-RU i＝Eicosδ(1)
Pi+Eisinδ＝Ni(2)
Wherein i is the number of grid panel units from top to bottom, i=1, 2, 3..n, N is the total number of units in the steel bar grid panel structure, R i U、Ri L is the horizontal frictional resistance of the upper surface and the lower surface of a horizontal rod in the i-th grid panel unit respectively, delta is the external friction angle between a vertical rod and filling soil, a and b are the length of the vertical rod and the length of the horizontal rod of the i-th grid panel unit structure respectively, x i is the horizontal distance from the action point of N i to the bottom end of the vertical rod, and ζ i is the ratio of the height of the action point of E i to the bottom end of the vertical rod to a.
The calculation expression of ζ i is:
FIG. 3 is a schematic diagram of a stress analysis model of local soil wedges associated with any one layer of grid panel cells. For the local soil wedges (indicated by OADB) related to the i-th layer grid panel unit from top to bottom shown in fig. 3, the static balance conditions in the vertical and horizontal directions can be respectively obtained:
Wherein, W i is the soil weight in the height range of the ith layer grid panel unit, W i =γab, and γ is the soil filling weight; The static force area distribution load applied to the top surface of the wall body is generally zero for N i,N0＝qwb,qw, and the lateral soil pressure applied to the BD surface of the rear side of the local soil wedge is E i s.
According to classical soil pressure theory, E i s has the following computational expression:
Wherein k is the lateral soil pressure coefficient, the value of which is between the stationary soil pressure coefficient And active soil pressure coefficient In between, can be generally taken asPi is the circumference rate, h i is the depth of the bottom of the horizontal rod of the ith grid panel unit from the top surface of the filling soil, h i＝ai+h0,h0 is the equivalent soil column height of the load of the top surface of the filling soil after the wall, and h 0 = q/gamma, q is the static area distribution load of the top surface of the filling soil.
The calculated expression of R i U、Ri L according to Coulomb friction theorem is:
Wherein f is the friction coefficient between the horizontal rod and the filling soil, and the value of f is approximately (0.67-0.8) according to the geosynthetic material application technical Specification (GBT 50290-2014) Generally 0.75 is preferable
The combined type (5), (6) and (8) can be obtained:
The combined type (1) to (9) can be obtained:
Ti＝Ei(cosδ-fsinδ)(10)
Pi＝Ni-Ei sinδ(12)
Thus, substituting formula (7) into formula (9) may computationally determine the lateral soil pressure E i acting on the vertical bars in the ith grid panel unit, and substituting lateral soil pressure E i into formula (10) may computationally determine the corresponding upper vertical pressure P i, lower vertical reaction N i, and tie bar tension T i.
For the case that the vertical rods in the grid panel units are inclined, namely the included angle between the vertical rods and the horizontal rods is smaller than 90 degrees, the included angle between the vertical rods and the vertical direction is beta, and the actual beta value is generally smaller, the method can be deduced according to the basic method, and the delta in the expression is replaced by delta-beta to be used as an approximate calculation result under the condition.
Step 200
As can be seen from the stress analysis model shown in fig. 2, the grid panel unit is of a primary hyperstatic structure. Therefore, the internal force can be specifically analyzed by adopting a force method in structural mechanics, and the calculation expression of the axial force F i of the oblique pull rod in the ith grid panel unit can be obtained as follows:
Δ1P＝Y1+Y2+Y3(16)
Wherein E is the elastic modulus of a steel bar in the grid panel unit, EA is the axial compression resistance or tensile rigidity of an oblique pull rod in the ith grid panel unit, I is the cross section moment of inertia of a vertical rod and a horizontal rod in the ith grid panel unit, EI is the corresponding bending rigidity, delta 11 is the relative displacement between two ends of the oblique pull rod in the grid panel unit (namely between two points of A, B on a rod system OAB) caused by F i as a unit force, delta 1P is the relative displacement between two ends of the oblique pull rod (namely between two points of A, B in the rod system OAB) caused by external load on the grid panel unit, Y 1、Y2、Y3 is a calculated intermediate variable, and the axial force is positive so that the axial tensile force generated by the oblique pull rod is generated by the oblique pull rod.
Therefore, according to the material mechanical stress analysis method, the calculation expression of the cross section normal stress sigma i AB of the oblique pull rod in the ith grid panel unit is as follows:
Wherein S 2 is the arrangement space of the diagonal draw bars AB in the ith layer of grid panel units, and d 2 is the diameter of the diagonal draw bars AB in the ith layer of grid panel units.
Steps 300-400
For the vertical rods in the ith grid panel unit, the calculation expressions of the shearing force Q OA, the axial force N OA and the bending moment M OA of the vertical rods can be obtained by the static balance condition respectively:
the axial force is positive by the tensile force which enables the vertical rod to axially stretch, the shearing force is positive by clockwise rotation around the vertical rod isolator, the bending moment is positive by clockwise rotation, and y is the height from the O point at the bottom end of the vertical rod.
For the horizontal rods in the ith grid panel unit, the expressions of the shearing force Q OB, the axial force N OB and the bending moment M OB of the horizontal rods can be obtained by the static balance condition are as follows:
Wherein x is the horizontal distance from the O point at the bottom end of the vertical rod, the axial force is positive by the tensile force which enables the horizontal rod to axially stretch, the shearing force is positive by clockwise rotation around the horizontal rod isolator, and the bending moment is positive by clockwise rotation.
For the case that the vertical rods in the grid panel unit are inclined, that is, the included angle between the vertical rods and the horizontal rods is smaller than 90 degrees, the internal force of each rod in the grid panel unit can be deduced and calculated according to the basic method, and the result can be expressed by multiplying the related result when the vertical rods are completely in the vertical direction by an increase coefficient larger than 1, wherein the increase coefficient is related to the included angle beta of the vertical rods to the vertical direction, and when beta=5 degrees, 10 degrees and 15 degrees, the increase coefficient of the internal force of the vertical rods is 1.043, 1.083 and 1.122 respectively.
Thus, according to the material mechanical stress analysis method, the calculation expressions of the cross section normal stress sigma i OA of the vertical rod and the cross section normal stress sigma i OB of the horizontal rod in the ith grid panel unit are respectively as follows:
Wherein S 1 is the arrangement space of the vertical rods in the ith layer of grid panel units, and d 1 is the diameter of the vertical rods in the ith layer of grid panel units.
As can be seen from (21) - (28), the maximum values of the shearing force, the axial force, the bending moment and the cross section normal stress of the vertical rods and the horizontal rods in each layer of grid panel units are all located at the point O of the intersection of the vertical rods and the horizontal rods, namely, y=0 and x=0, so that the shearing force, the axial force, the bending moment and the cross section normal stress values of the vertical rods and the horizontal rods at the point O can be used as representative values of the shearing force, the axial force, the bending moment and the cross section normal stress.
The advantageous effects of the present invention are described below by way of specific examples.
The calculation object of this embodiment is a fill soil project using a reinforced grid panel type reinforced retaining wall, the reinforced bars of the grid panel are the same type reinforced bars, and the friction coefficient between the horizontal bars of the grid panel units and the fill is taken asTaking the lateral soil pressure coefficientThe remaining relevant calculation parameters are shown in table 1.
TABLE 1
Substituting the relevant parameters into equations (7) and (9) to obtain:
and substituting E i into formula (10), the following can be obtained:
Meanwhile, according to the formulas (11) - (13) and (4), N i、Pi and x i can be calculated.
Specifically, the results of the lateral soil pressure E i, the lacing tension T i, the lower vertical reaction force N i, the upper vertical pressure P i and the horizontal distance x i between the acting point of the lower vertical reaction force N i and the bottom end of the vertical rod on the ith layer of reinforcement grid panel unit are shown in table 2, and then the cross section normal stress sigma i AB of the diagonal tension rod can be calculated according to formulas (14) and (20), and the specific results are shown in table 2.
TABLE 2
| i | Ei(kN/m) | Ni(kN/m) | Pi(kN/m) | xi(m) | Ti(kN/m) | σi AB(MPa) |
| 1 | 1.636 | 7.813 | 7.528 | 0.193 | 1.488 | 11.255 |
| 2 | 3.243 | 16.750 | 16.187 | 0.196 | 2.950 | 21.629 |
| 3 | 4.850 | 26.813 | 25.970 | 0.199 | 4.411 | 32.223 |
| 4 | 6.456 | 38.000 | 36.879 | 0.202 | 5.873 | 42.964 |
| 5 | 8.063 | 50.313 | 48.912 | 0.205 | 7.334 | 53.813 |
| 6 | 9.670 | 63.750 | 62.071 | 0.207 | 8.796 | 64.749 |
| 7 | 11.276 | 78.313 | 76.354 | 0.209 | 10.257 | 75.753 |
| 8 | 12.883 | 94.000 | 91.763 | 0.211 | 11.718 | 86.814 |
| 9 | 14.489 | 110.813 | 108.296 | 0.213 | 13.180 | 97.923 |
| 10 | 16.096 | 128.750 | 125.955 | 0.214 | 14.641 | 109.072 |
| 11 | 17.703 | 147.813 | 144.738 | 0.216 | 16.103 | 120.256 |
| 12 | 19.309 | 168.000 | 164.647 | 0.217 | 17.564 | 131.470 |
| 13 | 20.916 | 189.313 | 185.680 | 0.218 | 19.025 | 142.711 |
| 14 | 22.523 | 211.75 | 207.839 | 0.219 | 20.487 | 153.974 |
| 15 | 24.129 | 235.313 | 231.1225 | 0.221 | 21.948 | 165.258 |
| 16 | 25.736 | 260.000 | 255.531 | 0.222 | 23.410 | 176.560 |
| 17 | 27.342 | 285.813 | 281.065 | 0.223 | 24.871 | 187.877 |
| 18 | 28.949 | 312.750 | 307.723 | 0.223 | 26.333 | 199.209 |
| 19 | 30.556 | 340.813 | 335.507 | 0.224 | 27.794 | 210.554 |
| 20 | 32.162 | 370.000 | 364.415 | 0.225 | 29.255 | 221.910 |
| 21 | 33.769 | 400.313 | 394.449 | 0.226 | 30.717 | 233.277 |
| 22 | 35.376 | 431.750 | 425.607 | 0.226 | 32.178 | 244.653 |
| 23 | 36.982 | 464.313 | 457.891 | 0.227 | 33.640 | 256.039 |
| 24 | 38.589 | 498.000 | 491.299 | 0.228 | 35.101 | 267.432 |
Substituting the relevant parameters into formulas (21), (22), (23), (27) and formulas (24), (25), (26), (28) respectively to obtain the shear force, axial force, bending moment and cross section normal stress of the vertical rod and the horizontal rod in the ith grid panel unit, wherein the maximum values of the internal forces of the vertical rod and the horizontal rod of each grid panel unit are positioned at the intersection point O of the vertical rod and the horizontal rod, namely y=0 and x=0, and the shear force, axial force, bending moment and cross section maximum normal stress values of the vertical rod and the horizontal rod at the O point are taken as representative values of the internal forces, and the specific calculation results are shown in table 3.
TABLE 3 Table 3
For the examples, the comparison of the maximum positive stress values of the cross sections of the vertical rods and the horizontal rods at the O point in each layer of grid panel units obtained by adopting the FLAC3D numerical simulation method and the results of the invention is shown in Table 4.
TABLE 4 Table 4
Therefore, the method is consistent with the calculation result of the numerical simulation method, the maximum value of the absolute value of the relative deviation between the two (the result of the method is relative to the numerical simulation result) is only 13.92%, and the method can be accepted in actual engineering, so that the method has certain rationality.
The content of the present invention is described above. Those of ordinary skill in the art will be able to implement the invention based on these descriptions. Based on the foregoing, all other embodiments that may be obtained by one of ordinary skill in the art without undue burden are within the scope of the present invention.
Claims (7)
1. The reinforced grid panel type reinforced earth retaining wall stress calculation method is characterized in that the reinforced grid panel type reinforced earth retaining wall consists of a filling, a tie bar which is horizontally distributed and a reinforced grid panel structure, wherein the reinforced grid panel structure consists of a plurality of grid panel units which are sequentially overlapped from top to bottom, each grid panel unit comprises a plurality of inclined tie bars, vertical bars, horizontal bars and connecting rods therebetween, and the tie bar is fixedly connected with the reinforced grid panel structure at each horizontal bar, and the calculation method is characterized by comprising the following steps:
step 100, numbering grid panel units from top to bottom, and calculating lateral soil pressure and lacing wire tension acting on any layer of grid panel units according to static balance conditions of local soil wedges;
Step 200, regarding the grid panel unit structure as a primary statically indeterminate structure, and calculating the axial force and the cross section normal stress of the oblique pull rod of any layer of grid panel unit;
Step 300, calculating axial force, bending moment, shearing force and cross section normal stress of the vertical rod of any layer of grid panel unit according to static balance conditions;
And 400, calculating the axial force, bending moment, shearing force and cross section normal stress of the horizontal rods of any layer of grid panel units according to the static balance condition.
2. The method for calculating the stress of the reinforced concrete retaining wall with the steel bar grid panel type according to claim 1, wherein in step 100, the calculation expressions of the soil pressure and the lacing wire tension acting on any grid panel unit are respectively:
Pi＝Ni-Ei sinδ;
Ti＝Ei(cosδ-fsinδ);
Wherein i is the number of grid panel units from top to bottom, i=1, 2, 3..n, N is the total number of grid panel units in the reinforcement grid panel structure, E i is the lateral soil pressure acting on the vertical rods in the i-th grid panel unit, N i is the lower vertical counter force at the bottom of the horizontal rods of the i-th grid panel unit, P i is the upper vertical pressure acting on the top of the horizontal rods of the i-th grid panel unit, T i is the lacing wire tension of the i-th grid panel unit, E i s is the lateral soil pressure acting on the rear side of the local soil wedge associated with the i-th grid panel unit; The self-weight of the soil body in the height range of the ith grid panel unit is W i, f is the friction coefficient between the horizontal rod and the filled soil, and delta is the external friction angle between the vertical rod and the filled soil.
3. The reinforced grid panel type reinforced earth retaining wall stress calculating method as claimed in claim 2, wherein the method comprises the following steps:
the computational expression of E i s is:
h i has the calculation expression of h i＝ai+h0;
Where k is a lateral soil pressure coefficient, γ is a filling weight, h i is a depth of a horizontal rod bottom of an i-th layer grid panel unit from a filling top surface, a is a length of a vertical rod in the i-th layer grid panel unit, h 0 is an equivalent soil column height of a filling top surface load after a wall, and h 0 =q/γ, q is a static area distribution load acting on the filling top surface.
4. The method for calculating the stress of the reinforced grid panel type reinforced retaining wall according to claim 3, wherein the axial force and the cross section normal stress of the diagonal tension rod of any grid panel unit in the step 200 are respectively expressed as follows:
Δ1P＝Y1+Y2+Y3;
Wherein F i is axial force of the diagonal tension rod, sigma i AB is positive stress of a cross section of the diagonal tension rod, b is length of the horizontal rod in the ith grid panel unit, E is elastic modulus of the steel bar in the ith grid panel unit, I is moment of inertia of the cross section of the vertical rod and the horizontal rod in the ith grid panel unit, EI is corresponding bending stiffness, EA is axial compression stiffness or tensile stiffness of the diagonal tension rod in the ith grid panel unit, x i is horizontal distance from an acting point of N i to the bottom end of the vertical rod, ζ i is ratio of height of the acting point of E i to the bottom end of the vertical rod to a, S 2 is arrangement distance of the diagonal tension rod in the ith grid panel unit, d 2 is diameter of the diagonal tension rod in the ith grid panel unit, pi is circumference rate, delta 11 is relative displacement between two ends of the diagonal tension rod in the ith grid panel unit caused by F i as unit force, delta 1P is relative displacement between two ends of the diagonal tension rod caused by external load on the grid panel unit, and Y 1、Y2、Y3 is calculated intermediate variable.
5. The reinforced grid panel type reinforced earth retaining wall stress calculating method as set forth in claim 4, wherein:
The calculation expression of ζ i is:
The computational expression of x i is:
6. The method for calculating the stress of the reinforced grid panel type reinforced retaining wall according to claim 4, wherein the axial force, the bending moment, the shearing force and the cross section normal stress of the vertical rod of any layer of grid panel unit are respectively expressed as follows:
Wherein Q OA is the shearing force of the vertical rod, N OA is the axial force of the vertical rod, M OA is the bending moment of the vertical rod, sigma i OA is the cross section normal stress of the vertical rod, y is the height from the bottom end of the vertical rod, and S 1 is the arrangement interval of the vertical rods in the ith grid panel unit.
7. The method for calculating the stress of the reinforced grid panel type reinforced retaining wall according to claim 4, wherein the axial force, the bending moment, the shearing force and the cross section normal stress of the horizontal rod of any layer of grid panel unit are respectively expressed as follows:
Wherein R i U、Ri L is the horizontal friction force of the upper surface and the lower surface of the horizontal rod in the ith grid panel unit, Q OB is the shearing force of the horizontal rod, N OB is the axial force of the horizontal rod, M OB is the bending moment of the horizontal rod, sigma i OB is the normal stress of the cross section of the horizontal rod, and x is the horizontal distance from the bottom end of the vertical rod.
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| CN106638537A (en) * | 2016-11-25 | 2017-05-10 | 南昌市政公用投资控股有限责任公司 | Method for calculating soil pressure of limited soil |
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| CN115048693A (en) * | 2022-05-30 | 2022-09-13 | 湖南大学 | Main stress transmission and distribution method for wall back filling |
| CN118350186B (en) * | 2024-04-10 | 2025-03-14 | 西南交通大学 | Lacing wire stress calculation method for end part reverse-wrapping type reinforced soil roadbed |
| CN118133402A (en) * | 2024-04-19 | 2024-06-04 | 中铁二院工程集团有限责任公司 | Integral panel structure design method for reinforced retaining wall |
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| CN106638537A (en) * | 2016-11-25 | 2017-05-10 | 南昌市政公用投资控股有限责任公司 | Method for calculating soil pressure of limited soil |
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