CN114912177A - Coulomb soil pressure simplified calculation method considering load effect - Google Patents
Coulomb soil pressure simplified calculation method considering load effect Download PDFInfo
- Publication number
- CN114912177A CN114912177A CN202210521378.0A CN202210521378A CN114912177A CN 114912177 A CN114912177 A CN 114912177A CN 202210521378 A CN202210521378 A CN 202210521378A CN 114912177 A CN114912177 A CN 114912177A
- Authority
- CN
- China
- Prior art keywords
- soil
- load
- soil pressure
- coulomb
- wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E60/00—Enabling technologies; Technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- General Physics & Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Retaining Walls (AREA)
Abstract
The invention belongs to the field of civil engineering, in particular to a Coulomb soil pressure simplified calculation method considering load action, which comprises the following steps: s1, in the process of calculating the Coulomb soil pressure behind the retaining wall, when the load appears on the ground behind the wall, converting the load into a rectangular load earth pillar with the same weight as the soil behind the wall; s2, inclining the rectangular load soil column into a parallelogram load soil column according to the fracture angle to form a new ground line; s3, taking the soil body in the intersecting range of the fracture surface and the new ground line as a sliding wedge, and calculating the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall; and S4, designing the retaining wall based on the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall. According to the simplified algorithm, after the loaded soil column is inclined according to the fracture angle, the calculation of the soil pressure and the soil pressure stress under the loaded condition is converted into the calculation under the no-load condition, so that the calculation and development complexity is reduced, the calculation process is simple and clear, and the program development and maintenance are facilitated.
Description
Technical Field
The invention belongs to the field of civil engineering, and particularly relates to a Coulomb soil pressure simplified calculation method considering a load effect.
Background
In engineering construction, often can set up retaining wall, like gravity type retaining wall, stake board formula retaining wall and cantilever type retaining wall etc to guarantee the stability of the soil body behind the wall, and retaining wall design calculation needs regard soil pressure that bears afterwards as the foundation.
At present, the main theories of earth pressure calculation are a Rankine theory and a Coulomb theory based on a limiting balance method. The Rankine theory assumes that the wall back is vertical and smooth, and the surface of the soil behind the wall is horizontal and infinitely extended; the coulomb theory assumes that the back of the wall is sandy soil, when the soil body behind the wall generates soil pressure, the soil body forms a sliding wedge body, the sliding crack surface of the sliding wedge body is a plane passing through the wall heel, and the sliding wedge body is regarded as a rigid body. In actual engineering calculation, the ground surface fluctuates, so that Rankine assumed conditions are difficult to meet, and the coulomb theory is widely used.
Introduction to Coulomb earth pressure theory
When the retaining wall moves away from the soil body under the action of soil pressure and reaches a limit balance state, the soil pressure at the wall back is active soil pressure; when the retaining wall is displaced towards the wall back filling direction under the action of external force and reaches a limit balance state, the soil pressure at the wall back is passive soil pressure.
The coulomb soil pressure theory assumes: sandy soil (if the wall is cohesive soil, the comprehensive internal friction angle can be adopted, and the wall is equivalent to sandy soil); when the retaining wall is pressed by active or passive soil, the soil body forms a sliding wedge body, and the sliding crack surface of the sliding wedge body is a plane passing through the wall heel. The coulomb soil pressure calculation diagram is shown in figure 1:
in the figure, the position of the upper end of the main shaft,
the angle of internal friction of the soil body, delta the angle of friction of the wall back, G the gravity of a sliding wedge body ABC, E the reaction force of the wall back to the soil body, the action direction and the normal line of the wall back form a delta angle anticlockwise, R the reaction force on the slip crack surface of the soil body, the action direction and the normal line of the slip crack surface BC form a clockwise angle
And (4) an angle.
From the balance of forces, the coulomb active earth pressure can be calculated according to the following equation:
the coulomb passive earth pressure can be calculated according to the following formula:
the included angle between the wall rear soil body fracture surface and the plumb line is the fracture angle, as shown in figure 2, and the possible range meets
(α is the angle of inclination of the back of the wall, only vertical or declination of the back of the wall being considered here, i.e. α ≧ 0, only the first fracture plane being present).
The position of the acting point of the soil pressure E can be obtained by calculating the centroid of the soil pressure stress distribution pattern on the wall back.
When the back filling of the wall is a plane and has no load, the compressive stress is in direct proportion to the depth and is linearly distributed, for example, as shown in fig. 3(a), the back filling of the wall is a plane, and the compressive stress of the load-free soil is calculated schematically. The bottom soil compressive stress was calculated according to the following formula:
σ H ＝γ·H·λ α formula (3)
Wherein gamma is the soil mass weight of the wall back;
h is the height of the retaining wall;
λ α for the wall back pressure coefficient, it is calculated according to the following formula:
when the load is filled in the soil behind the wall, a plurality of straight lines parallel to the fracture surface are led out from the sliding wedge body to intersect with the wall back, and the soil pressure stress at any point on the wall back is equal to the height (including the height of the soil column) influenced by the parallel lines multiplied by the gravity gamma and then multiplied by the wall back pressure stress coefficient lambda α For example, as shown in fig. 3(b), the back of the wall is filled with soil as a plane, and the compressive stress of the loaded soil is calculated schematically.
The compressive stress generated by the loaded column in FIG. 3(b) is calculated according to the following formula:
σ 0 ＝γ·h·λ α formula (5)
Wherein h is the height of the load soil column.
(II) formula for calculating earth pressure under various conditions
In the technical manual of railway engineering design, for convenience of theoretical application, the authors of the technical manual mention coulomb active soil pressure formulas under various boundary conditions according to the coulomb soil pressure theory, and the soil pressure calculation graphs under various conditions are shown in fig. 4(a) and 4 (b).
It can be seen that the above formula gives a coulomb active earth pressure calculation formula under different conditions in consideration of different action positions of train load.
The calculation formula is given under various conditions because the quantity of the load changes or the relative position of the fracture surface and the load changes. When the load appears on the soil body behind the wall, the soil pressure calculation method has the following changes compared with the no-load condition:
for the convenience of calculation, the load behind the wall (fig. 5(a)) is usually simplified into the earth pillar (fig. 5(b)) with the same weight as the earth mass behind the wall, so as to obtain the equivalent load, but when the sliding wedge body (such as the shaded part in fig. 5 (c)) is calculated, the straight line of the fracture surface cannot directly extend into the loaded earth pillar, but the straight line of the fracture surface enters the earth pillar when the sliding wedge body enters the earth pillar, and then the earth pressure generated by the earth mass in the range of the fracture surface and the wall back is calculated.
(III) numerical Algorithm
In actual engineering calculation, except for the condition given by the formula, the shape of the ground behind the wall back is not a straight line but a broken line, so that the gravity G of the sliding wedge in the formula (1) or the formula (2) is difficult to determine, and the calculation by a theoretical analytical solution is difficult to directly use.
Scholars adopt a method of traversing all possible fracture surfaces, such as a scanning search soil pressure calculation method in the patent, namely, according to a certain angle step length, such as 0.01 degrees, all angles in a fracture angle interval are taken, corresponding soil pressures are respectively calculated, and the maximum value is taken as the final soil pressure; or according to a certain length step length, for example 0.01m, dividing the wall rear ground line into several small line segments, respectively calculating their correspondent soil pressures according to the fracture surfaces formed from wall heels and line segment nodes, finally comparing and taking maximum value. Although the traversing calculation method is simple and rough and has large calculation resource consumption, the traversing calculation method is a numerical method for calculating the soil pressure.
If the ground load is considered in the above method, the situation that the number or the relative position of the load changes also occurs, and the direct traversal is difficult, that is, the load action under various situations needs to be considered, as shown in fig. 4. According to the idea given in fig. 4, considering the relative position of the fracture surface and the earth pillar in terms of cases, the following load algorithm can be naturally conceived:
taking fig. 6 as an example, there are three load bearing columns (columns A, B and C) on the infill surface behind the wall. For a certain fracture angle theta in the traversal calculation process i At this time, it is necessary to calculate the fracture angle θ i Corresponding fracture surface and wall back rangeThe area of the inner wedge to calculate the wedge weight:
firstly, the intersection point p of the corresponding fracture surface and the ground line is calculated 1 Obtaining the area of the wedge-shaped body in the range of the fracture surface and the wall back;
then traversing all load soil columns and judging intersection point p 1 Relative position to the earth pillar:
(a) the point of intersection is outside the column, i.e. the column is within the wall back and fracture plane, fig. 6 column a. At this time, the area of the earth pillar is calculated and counted into the wedge.
(b) The point of intersection falls in the middle of the column, i.e. the column has a portion in the area of the back of the wall and the fracture surface, fig. 6 column B. At the moment, the key point (B) of the earth pillar is needed 1 B 2 B 3 B 4 ) Calculating the crossing point p 1 Another point of intersection p of the vertical line of (2) with the earth pillar 2 (ii) a Based on the two intersection points p 1 And p 2 And key point B 1 B 2 Calculating the area of the part of the earth pillar B participating in the calculation, wherein the area is p 1 p 2 B 2 B 1 The area of (d) is counted in the wedge.
(c) The point of intersection is inside the column, i.e. the column is not within the wall back and fracture plane, as in column C of fig. 6. The column area is not counted into the wedge at this time.
And (3) calculating the gravity G generated by the wedge according to the area of the last wedge, and further calculating the soil pressure according to the formula (1) or (2). And after traversing, taking the maximum soil pressure as the final soil pressure, wherein the corresponding fracture angle is the final fracture angle.
When calculating the distribution of the soil compressive stress behind the wall, all points of the wall back need to be traversed, a straight line parallel to the final fracture surface is made at each point, and a certain point p passing through the wall back is i The following steps are required to be carried out, as shown in fig. 7:
first, the intersection point p of the straight line and the ground line is calculated 3 ，
Then traversing all load soil columns and judging intersection point p 3 Relative position to the earth pillar:
(a) the intersection point is positioned outside the earth pillar, namely the earth pillar is positioned at the wall back and in the intersection point range. At this time, the earth pillar does not participate in p i And (5) calculating the point soil compressive stress.
(b) The point of intersection falls in the middle of the pillar, i.e. the point of intersection is within the range of action of the pillar, as in the pillar a of fig. 7. At the moment, the key point (A) of the earth pillar is needed 1 A 2 A 3 A 4 ) Calculating the crossing point p 3 Another point of intersection p of the vertical line of (2) with the earth pillar 4 (ii) a According to two points p i And p 4 Height difference h of i Calculating the soil compressive stress sigma of the point i I.e. sigma i ＝γ·h i ·λ α 。
(c) The intersection point falls inside the column, i.e. the column is not within the range of the wall back and the intersection point, as in column B of fig. 7. At this time, the earth pillar does not participate in p i And (5) calculating the point soil compressive stress.
Disclosure of Invention
The traversal algorithm solves the problem of calculating the soil pressure in any form of the ground, and the algorithm of considering the soil pressure and the soil pressure stress in the load process is not difficult to obtain from the idea of considering the load action according to the relative position of the fracture surface and the earth pillar in the figure 4. When the traversal algorithm is realized by means of programming development, the relative positions of the intersection points and all loaded soil columns need to be judged in the process of calculating the soil pressure and the compressive stress, the intersection points of the vertical extension lines of the intersection points and the soil columns need to be calculated again, the calculation efficiency and the development efficiency in software development are reduced, and the development and maintenance difficulty is increased.
Therefore, by combining the Coulomb soil pressure theory and utilizing the advantages of computer software in calculation, a simpler and more efficient Coulomb soil pressure simplification algorithm considering the load condition is provided.
In order to achieve the above purpose, the invention provides the following technical scheme:
a method for simplifying and calculating Coulomb soil pressure considering load effect comprises the following steps:
s1, in the process of calculating the Coulomb soil pressure behind the retaining wall, when the load appears on the ground behind the wall, converting the load into a rectangular load earth pillar with the same weight as the soil behind the wall;
s2, inclining the rectangular load soil column into a parallelogram load soil column according to the fracture angle to form a new ground line;
s3, taking the soil body in the intersecting range of the fracture surface and the new ground line as a sliding wedge, and calculating the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall;
and S4, designing the retaining wall based on the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall.
As a preferable embodiment of the present invention, step S2 specifically includes the following steps:
and S21, traversing all parallelogram load soil columns, taking the ground projection point of the key point which is not intersected with the ground as a reference point, inclining according to the fracture angle to form a new ground line, and keeping the vertical Y coordinate of the key point unchanged.
As a preferable embodiment of the present invention, the calculation of the coulomb soil pressure behind the retaining wall in step S3 specifically includes the steps of:
s31, taking the intersection point of the wall back line and the ground line as a vertex, deviating the fracture angle from the wall back line to the ground line to draw a ray, wherein the ray represents the fracture surface, and the intersection point of the ray and a new ground line is obtained;
s32, calculating the area of the wedge body in the range of the fracture surface and the wall back line;
and S33, calculating gravity and soil pressure according to the area of the wedge.
In a preferred embodiment of the present invention, in step S33, the soil pressure calculation formula is a coulomb active soil pressure calculation formula or a coulomb passive soil pressure calculation formula.
As a preferable aspect of the present invention, the calculation of the soil compressive stress distribution in step S3 includes the steps of:
s300, the fracture surface drawing method comprises the following steps: taking the intersection point of the wall back line and the ground line as a vertex, deviating the fracture angle from the wall back line to the ground line to draw a ray, wherein the ray represents the fracture surface, and the intersection point p of the ray and the new ground line is obtained 3 ；
S301, traversing all points of the wall back, and making a straight line parallel to the fracture surface at each point to obtain a certain point p of the wall back i A parallel line of (a);
s302, rootAccording to two points p i And p 3 Height difference h of i Calculating the point p i Earth pressure stress sigma i ，σ i ＝γ·h i ·λ α Wherein gamma is the weight of the soil mass on the wall back; h is the height of the retaining wall; lambda [ alpha ] α Is the wall back pressure coefficient.
Based on the same conception, the invention also provides a Coulomb soil pressure simplified calculation system considering the load effect, which comprises at least one processor and a memory which is in communication connection with the at least one processor; the memory stores instructions executable by the at least one processor to enable the at least one processor to perform any of the methods described above.
Compared with the prior art, the invention has the beneficial effects that:
the simplified algorithm of the invention is characterized in that after the loaded earth pillar is inclined according to the fracture angle, the loaded earth pillar is merged into the earth body behind the wall to form a new calculation ground line, the earth pressure and the earth pressure stress under the loaded condition are calculated and converted into the calculation under the no-load condition, and meanwhile, the judgment of the relative position of the intersection point of the fracture surface on the ground and the loaded earth pillar and the calculation of the secondary intersection point of the fracture surface extension line are avoided, so that the loaded condition and the no-load condition can be treated by a consistent method, the complexity of calculation and development is reduced, the calculation process is simpler and clearer, and the program development and maintenance are more facilitated.
Description of the drawings:
FIG. 1 is a schematic diagram of a prior art Coulomb soil pressure calculation in the background of the invention;
FIG. 2 is a schematic view of a break angle in the background art of the present invention;
fig. 3(a) is a schematic diagram illustrating calculation of soil compressive stress under a no-load condition, in which the wall back filling is a plane in the background art of the present invention;
FIG. 3(b) is a schematic diagram illustrating the calculation of the earth compressive stress under a load condition, in which the back filling of the wall is a plane, according to the background art of the present invention;
FIG. 4(a) is a first graph of calculation of soil pressure under various conditions in the technical Manual of railway engineering design;
FIG. 4(b) is a second graph of calculation of soil pressure under various conditions in the technical Manual of railway engineering design;
FIG. 4(c) is a third graph of the calculation of the soil pressure under various conditions in the technical Manual of railway engineering design;
FIG. 4(d) is a fourth graph showing calculation of soil pressure under various conditions in the technical Manual of railway engineering design;
FIG. 5(a) is a schematic view of the load behind the wall;
FIG. 5(b) is a schematic view of a soil column with a load behind the wall simplified to be as heavy as the soil behind the wall;
FIG. 5(c) is a schematic view of a shaded portion of a sliding wedge after a load behind a wall is simplified into a soil column with the same weight as that of a soil body behind the wall;
FIG. 6 is a schematic view of a traversal calculation considering a load effect in the prior art under the condition that three loaded soil columns are arranged on the surface of filled soil behind a wall;
FIG. 7 is a schematic view of the calculation of compressive soil stress in consideration of the loading effect in the prior art when three loaded soil columns are present on the surface of the filled soil behind the wall;
FIG. 8 is a flow chart of a simplified calculation method of Coulomb soil pressure considering the load effect in example 1 of the present invention;
fig. 9 is a schematic view of a new ground line formed by soil columns which equivalently convert loads into loads with the same weight as the soil mass behind the wall when the ground behind the wall is loaded in embodiment 1 of the present invention;
FIG. 10 is a schematic view showing the inclination of the loaded earth pillar when a load is applied to the ground behind the wall in example 1 of the present invention;
FIG. 11 is a schematic diagram of the calculation of the compressive stress of the loaded soil column in the embodiment 1 of the present invention;
fig. 12(a) to 12(d) are schematic diagrams of the fracture surface and the distribution of the soil pressure stress corresponding to the distribution load of several types at the back of the retaining wall calculated by the simplified algorithm of the present invention, taking the first 4 types in fig. 4 as an example in the embodiment 1 of the present invention.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
Example 1
A method for simplifying and calculating Coulomb soil pressure in consideration of load action is disclosed, and a flow chart of the method is shown in figure 8, and comprises the following steps: s1, in the process of calculating the Coulomb soil pressure behind the retaining wall, when the load appears on the ground behind the wall, converting the load into a rectangular load earth pillar with the same weight as the soil behind the wall; s2, inclining the rectangular load soil column into a parallelogram load soil column according to the fracture angle to form a new ground line; s3, taking the soil body in the intersecting range of the fracture surface and the new ground line as a sliding wedge, and calculating the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall; and S4, designing the retaining wall based on the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall.
The method comprises the following steps:
1. taking into account the effect of the load
The traversal algorithm has high complexity, and can adopt ground line optimization, a trisection search algorithm or a gradient algorithm and the like to reduce the complexity and improve the calculation efficiency. However, for the sake of comparison, the case shown in fig. 6 is still adopted by taking the traversal algorithm as an example.
When the load appears on the ground behind the wall, the load is equivalently converted into a load earth pillar with the same weight as the soil behind the wall, and a new ground line is formed, as shown in fig. 9, and an equivalent schematic diagram of the load earth pillar is shown.
For a certain fracture angle theta in the traversal calculation process i At this point, the area of the wedge within the range of the fracture surface and the wall back corresponding to the fracture angle needs to be calculated. The process of considering the relative position relation between the fracture surface and the load earth pillar is complicated, and the area of the load earth pillar counted into the sliding wedge body needs to be calculated independently, so that the load earth pillar is arranged according to the fracture angle theta i And if the soil body is inclined, the surface of the earth pillar can be regarded as a part of the ground to form a new ground line, the soil body in the intersecting range of the fracture surface and the new ground line is the sliding wedge body, and the load earth pillar part does not need to be calculated independently, as shown in the inclined schematic diagram of the load earth pillar in fig. 10. At this time, the process of the present invention,under the load condition, converting the soil into a load soil column according to a fracture angle theta i The inclination can be calculated according to a method consistent with the no-load condition. The specific process is as follows:
firstly, traversing all loaded soil columns to ensure that the loaded soil columns do not intersect with the ground (such as A of the soil column A) 2 A 3 ) With its ground projection point (e.g. A of earth pillar A) 1 A 4 ) As a reference point, according to the fracture angle θ i Inclining to form a new ground line, but keeping the vertical Y coordinate of the key point unchanged;
then calculating the intersection point p of the corresponding fracture surface and the new ground surface 2 The area of the wedge-shaped body in the range of the fracture surface and the wall back can be obtained;
and then calculating the gravity G of the wedge according to the area of the wedge, and calculating the soil pressure according to the formula (1) or (2).
The area of the wedge body obtained by the simplification method is unchanged compared with that before simplification, and the theoretical accuracy of the soil pressure calculation result is ensured.
2. Calculating the distribution of soil compressive stress
After the final soil pressure E and the corresponding fracture angle theta are calculated, the soil pressure stress distribution condition behind the retaining wall can be calculated according to the final soil pressure E and the corresponding fracture angle theta.
Before calculation, all load soil columns are traversed, and key points (such as A of the soil column A) where the load soil columns do not intersect with the ground are set 2 A 3 ) With its ground projection point (e.g. A of earth pillar A) 1 A 4 ) And (4) forming a new ground line by inclining according to the final fracture angle theta but keeping the vertical Y coordinate unchanged as a reference point, as shown in a 0-earth pressure stress calculation diagram.
When calculating the distribution of the earth pressure stress, all points on the wall back still need to be traversed, a straight line parallel to the final fracture surface is made at each point, and a certain point p passing through the wall back is i The following steps are only needed:
calculating the intersection point p of the straight line and the new ground line 3 According to two points p i And p 3 Height difference h of i Calculating the soil compressive stress sigma of the point i I.e. sigma i ＝γ·h i ·λ α 。
And traversing the whole wall back height to obtain the soil pressure stress of each point in the wall back range. Comparing the simplified method with the method before simplification, and h corresponding to any point i No change is caused, and the theoretical accuracy of the soil pressure stress calculation result is ensured.
By taking the first 4 cases in fig. 4 as an example, the schematic diagrams of the fracture surface and the distribution of the soil compressive stress corresponding to several load distribution cases at the back of the retaining wall calculated by the method of the invention are shown in fig. 12(a) to 12 (d). The distribution form of the soil pressure stress generated by different relative positions of the fracture surface and the loaded earth pillar is basically consistent with the distribution map given in the technical manual of railway engineering design.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included therein.
Claims (6)
1. A method for simplifying and calculating the Coulomb soil pressure considering the load effect is characterized by comprising the following steps:
s1, in the process of calculating the Coulomb soil pressure behind the retaining wall, when the load appears on the ground behind the wall, converting the load into a rectangular load earth pillar with the same weight as the soil behind the wall;
s2, inclining the rectangular load soil column into a parallelogram load soil column according to the fracture angle to form a new ground line;
s3, taking the soil body in the intersecting range of the fracture surface and the new ground line as a sliding wedge, and calculating the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall;
and S4, designing the retaining wall based on the Coulomb soil pressure and the soil pressure stress distribution behind the retaining wall.
2. The method for simplifying the calculation of the Coulomb soil pressure considering the load effect as claimed in claim 1, wherein the step S2 comprises the following steps:
and S21, traversing all parallelogram load soil columns, inclining a key point which is not intersected with the ground by taking the ground projection point as a reference point according to the fracture angle to form a new ground line, and keeping the vertical Y coordinate of the key point unchanged.
3. The method for simplifying the calculation of the Coulomb soil pressure considering the load effect as claimed in claim 1, wherein in the step S3, the calculation of the Coulomb soil pressure behind the retaining wall specifically comprises the following steps:
s31, taking the intersection point of the wall back line and the ground line as a vertex, deviating the fracture angle from the wall back line to the ground line to draw a ray, wherein the ray represents the fracture surface, and the intersection point of the ray and a new ground line is obtained;
s32, calculating the area of the wedge body in the range of the fracture surface and the wall back line;
and S33, calculating gravity and soil pressure according to the area of the wedge.
4. The method for simplifying the calculation of the Coulomb earth pressure considering the load effect as claimed in claim 3, wherein in the step S33, the earth pressure calculation formula is a Coulomb active earth pressure calculation formula or a Coulomb passive earth pressure calculation formula.
5. The method for simplifying the calculation of the Coulomb soil pressure considering the load effect as claimed in claim 1, wherein in the step S3, the calculation of the soil pressure stress distribution comprises the following steps:
s300, the fracture surface drawing method comprises the following steps: taking the intersection point of the wall back line and the ground line as a vertex, deviating the fracture angle from the wall back line to the ground line to draw a ray, wherein the ray represents the fracture surface, and the intersection point p of the ray and the new ground line is obtained 3 ；
S301, traversing all points of the wall back, and making a straight line parallel to the fracture surface at each point to obtain a certain point p of the wall back i A parallel line of (a);
s302, according to two points p i And p 3 Height difference h of i Calculating the point p i Earth pressure stress sigma i ，σ i ＝γ·h i ·λ α Wherein gamma is the weight of the soil mass on the wall back; h is the height of the retaining wall; lambda [ alpha ] α Is a wallCoefficient of back pressure stress.
6. A coulombic soil pressure reduction calculation system considering loading effect, which is characterized by comprising at least one processor and a memory which is connected with the at least one processor in a communication way; the memory stores instructions executable by the at least one processor to enable the at least one processor to perform the method of any one of claims 1 to 5.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210521378.0A CN114912177B (en) | 2022-05-13 | 2022-05-13 | Coulomb soil pressure simplified calculation method considering load effect |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210521378.0A CN114912177B (en) | 2022-05-13 | 2022-05-13 | Coulomb soil pressure simplified calculation method considering load effect |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114912177A true CN114912177A (en) | 2022-08-16 |
| CN114912177B CN114912177B (en) | 2023-04-11 |
Family
ID=82767163
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210521378.0A Active CN114912177B (en) | 2022-05-13 | 2022-05-13 | Coulomb soil pressure simplified calculation method considering load effect |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114912177B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115288106A (en) * | 2022-08-31 | 2022-11-04 | 中铁第一勘察设计院集团有限公司 | Camber rock wedge side pressure calculation method based on force vector polygon principle |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101900648A (en) * | 2010-06-30 | 2010-12-01 | 哈尔滨工业大学深圳研究生院 | Method for determining bearing capacity of concrete-filled steel tube under various stressing conditions and application thereof |
| CN110046407A (en) * | 2019-03-28 | 2019-07-23 | 中国建筑土木建设有限公司 | A method of for determining the sliding soil mass plane of fracture in soil-baffling structure |
| CN110135030A (en) * | 2019-04-29 | 2019-08-16 | 国网山西省电力公司 | A kind of prediction technique of goaf ground settlement |
| CN110457728A (en) * | 2019-05-13 | 2019-11-15 | 中铁二院工程集团有限责任公司 | A kind of scanning search Calculating method of earth pressure |
| CN113047335A (en) * | 2021-04-18 | 2021-06-29 | 中铁二院工程集团有限责任公司 | Method for determining wall top displacement control standard of railway shoulder retaining wall |
-
2022
- 2022-05-13 CN CN202210521378.0A patent/CN114912177B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101900648A (en) * | 2010-06-30 | 2010-12-01 | 哈尔滨工业大学深圳研究生院 | Method for determining bearing capacity of concrete-filled steel tube under various stressing conditions and application thereof |
| CN110046407A (en) * | 2019-03-28 | 2019-07-23 | 中国建筑土木建设有限公司 | A method of for determining the sliding soil mass plane of fracture in soil-baffling structure |
| CN110135030A (en) * | 2019-04-29 | 2019-08-16 | 国网山西省电力公司 | A kind of prediction technique of goaf ground settlement |
| CN110457728A (en) * | 2019-05-13 | 2019-11-15 | 中铁二院工程集团有限责任公司 | A kind of scanning search Calculating method of earth pressure |
| CN113047335A (en) * | 2021-04-18 | 2021-06-29 | 中铁二院工程集团有限责任公司 | Method for determining wall top displacement control standard of railway shoulder retaining wall |
Non-Patent Citations (3)
| Title |
|---|
| 李炼等: "库仑土压力计算新方法——扫描搜索法" * |
| 李炼等: "折线形墙背土压力计算的扫描搜索法原理与应用" * |
| 汪创: "动静组合荷载作用下基坑边坡稳定性研究" * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115288106A (en) * | 2022-08-31 | 2022-11-04 | 中铁第一勘察设计院集团有限公司 | Camber rock wedge side pressure calculation method based on force vector polygon principle |
| CN115288106B (en) * | 2022-08-31 | 2024-03-15 | 中铁第一勘察设计院集团有限公司 | Lateral pressure calculation method for camber rock wedge based on force vector polygon principle |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114912177B (en) | 2023-04-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107330194B (en) | Numerical simulation analysis method for influence of shield tunnel excavation on adjacent pile group foundation | |
| CN110046407B (en) | Method for determining sliding soil body fracture surface in soil retaining structure | |
| CN106991239A (en) | A kind of computational methods of friction pile groups cloth piling method and its Bearing Capacity of Composite Foundation | |
| CN111259478B (en) | Method for inhibiting deformation of existing cutting gravity type retaining wall | |
| CN114912177B (en) | Coulomb soil pressure simplified calculation method considering load effect | |
| CN112989460B (en) | Subgrade settlement calculation method caused by subgrade construction and operation in soft soil area | |
| CN115455711A (en) | Design method of soil-rock combined foundation pit hanging foot pile supporting structure | |
| CN107657092B (en) | Building inclination correcting method for foundation drilling and soil taking | |
| Chen et al. | Seismic pseudo-static active earth pressure of narrow c-φ soils on gravity walls under translational mode | |
| Zhou et al. | Engineering characteristics and reinforcement program of inclined pre-stressed concrete pipe piles | |
| Jian et al. | Mechanics and deformation characteristics of an oversized inclined caisson foundation when being reused | |
| CN115659586A (en) | Earthquake slope permanent displacement calculation method based on random concave-convex slope surface | |
| CN115422631A (en) | Bearing platform type slide-resistant pile structure bearing performance calculation method and device and storage medium | |
| Zhu et al. | The land subsidence and building deformation during the excavation process of the deep foundation pit | |
| Xie et al. | Experimental study of mechanical behavior of passive loaded piles adjacent to piled foundation | |
| He et al. | Seismic performance of cylindrical latticed-intersected-three-dimensional-beam-system reticulated mega-structure with single-layer latticed-intersected-cylindrical-shell substructures | |
| CN113656860A (en) | Method for calculating ultimate supporting force of excavation faces of sandy soil shield tunnels with different burial depths | |
| Hoenderkamp | Elastic analysis of asymmetric tall building structures | |
| Elizalde | Structural Analysis of “La Giralda”, Bell Tower of the Seville Cathedral | |
| Demenkov et al. | Method for forecast of surface deformation during excavation operations in restraint urban conditions using the slurry trench technique | |
| Wang et al. | Research on the Mechanical Characteristics of High-Filled Balanced Retaining Wall—Taking a Retaining Wall Project in Mianyang as an Example | |
| Que et al. | Pseudo-static Solution of Active Earth Pressure Against Relief Shelf Retaining Wall Rotating Around Heel Under Seismic Load | |
| CN113106998B (en) | Multi-section reinforced existing pile group anti-seismic performance improving method | |
| Nazariafshar et al. | Physical modeling for evaluating the effect of helical anchor configuration and surcharge on wall displacement | |
| Ghoussayni et al. | Findings of Patterns in Prehistoric Architecture-Case Study of the Pyramid of Cheops |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |