CN115146344B - Method for judging damage of medium soil inclusion in construction of underpass existing station and reinforcing method - Google Patents
Method for judging damage of medium soil inclusion in construction of underpass existing station and reinforcing method Download PDFInfo
- Publication number
- CN115146344B CN115146344B CN202210630996.9A CN202210630996A CN115146344B CN 115146344 B CN115146344 B CN 115146344B CN 202210630996 A CN202210630996 A CN 202210630996A CN 115146344 B CN115146344 B CN 115146344B
- Authority
- CN
- China
- Prior art keywords
- soil
- stress
- station
- clamped
- existing
- 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.)
- Active
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
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/11—Complex mathematical operations for solving equations, e.g. nonlinear equations, general mathematical optimization problems
- G06F17/13—Differential equations
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Mathematical Physics (AREA)
- Computational Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- Data Mining & Analysis (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- Civil Engineering (AREA)
- Architecture (AREA)
- Operations Research (AREA)
- Algebra (AREA)
- Structural Engineering (AREA)
- Databases & Information Systems (AREA)
- Software Systems (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention relates to a method for judging damage of medium soil inclusion in the construction of a lower-crossing existing station and a reinforcing method, which comprises the following steps: acquiring pressure load generated by soil clamping in the existing station; according to the thickness of the middle clip soil, the width of a newly-built station and the acquired pressure load borne by the middle clip soil, combining a pre-established middle clip stress component calculation model to obtain each stress component of the middle clip soil; the damage state of the clamped soil is judged according to the obtained stress component borne by the clamped soil, and the method can be used for theoretically identifying the damage state of the clamped soil and has important significance on implementation of reinforcement measures.
Description
Technical Field
The invention relates to the technical field of rail transit engineering, in particular to a method for judging damage of medium soil inclusion in construction of an existing station and a reinforcing method.
Background
The statements herein merely provide background information related to the present disclosure and may not necessarily constitute prior art.
When the rail transit construction forms a net, the number of subway transfer stations is more and more, a large number of existing stations are increased to be transfer stations, the subway transfer stations are inevitably under construction in a more complex construction environment, and projects of newly-built stations which closely wear the existing stations are also increased day by day. When a new station wears an existing station, the settlement of the existing station is closely related to the soil clamping state, and the soil clamping state should be considered in the establishment of reinforcement measures in construction. When the middle clamping soil is completely damaged, all bearing capacity is lost, and active support measures are needed to control the settlement of the existing station, such as jack jacking. When the soil is in a partially damaged state, passive reinforcement control measures, such as pipe sheds and the like, need to be used. Therefore, the determination of the damage state of the clamped soil is particularly important, but the inventor finds that no evaluation method for the damage mode of the clamped soil is provided at present, so that the active underpinning design method of the existing station which is worn at a short distance is not clear, and the active underpinning design in construction is seriously influenced.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a method for judging the damage of the medium soil during the construction of the underpass existing station, and has important significance on the rotation of a method for reinforcing the underpass existing station of a newly-built station.
In order to achieve the purpose, the invention adopts the following technical scheme
The embodiment of the invention provides a method for judging damage of medium soil inclusion in the construction of a lower-crossing existing station, which comprises the following steps:
acquiring a pressure load generated by soil clamping in the existing station;
according to the thickness of the middle clip soil, the width of a newly-built station and the acquired pressure load borne by the middle clip soil, combining a pre-established middle clip stress component calculation model to obtain each stress component of the middle clip soil;
and judging the damage state of the clamped soil according to the obtained stress component borne by the clamped soil.
Optionally, the pressure load generated by the existing station on the middle clamped soil is obtained according to the density of the middle clamped soil, the burying of the existing station, the weight of the soil body above the existing station and the weight of the existing station.
Optionally, the stress components of the intercalated soil include bending stress, compressive stress and shear stress.
Optionally, the specific method for determining the damaged state of the middle soil inclusion according to the stress component is as follows: when all the stress components are smaller than the set value, the middle clamping soil is in a partial failure state, otherwise, the middle clamping soil is in a complete failure state.
Optionally, the maximum bearing capacity of the foundation of the soil body corresponding to the middle clamping soil is adopted in the limit value of the strength of the middle clamping soil material.
Optionally, the method for obtaining the stress component calculation model of the middle soil inclusion includes:
establishing a middle soil-clamping mechanical model;
obtaining a calculation model of each stress component containing unknown coefficients according to a balance differential equation of the soil-in-soil mechanics model and a compatibility equation expressed by an Airy stress function;
and obtaining unknown coefficient values in each stress component calculation model according to the boundary conditions of the middle clamping soil mechanics model and the Saint-Vietnam local effect principle, and further obtaining a final middle clamping stress component calculation model.
Optionally, the middle soil-clamping mechanical model is a simply supported beam model.
In a second aspect, an embodiment of the present invention provides a method for reinforcing existing station underpass construction, where the method for judging damage to the soil trapped in the existing station underpass according to the first aspect is used to identify a damage mode of the trapped soil, and when a new station is constructed, a reinforcing measure is taken according to the identified damage mode of the trapped soil.
Optionally, when the identified medium soil is in a complete destruction state, an active support measure is adopted during the construction of the newly built station.
Optionally, when the identified middle clamped soil is in a partial damage state, a passive reinforcement measure is adopted during the construction of the newly built station.
The invention has the beneficial effects that:
1. according to the method, the failure mode of the middle-clip soil can be obtained by combining the acquired stress component calculation model of the middle-clip soil with the acquired set parameters of the existing station, the newly-built station, the middle-clip soil and the soil body above the existing station, the set parameters are convenient to acquire, and the failure mode of the middle-clip soil can be obtained theoretically by using the stress separation calculation model of the middle-clip soil, so that the judgment of the failure mode of the middle-clip soil has corresponding theoretical support, the method has important significance on the selection of a reinforcement method for the construction of the existing station of the lower crossing, and the active underpinning design in the construction is ensured.
2. According to the method, the stress components are compared with the set value, and only when all the stress components are smaller than the set value, the partial failure state is judged, so that the accuracy of the failure mode judgment result is ensured.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the application and, together with the description, serve to explain the application and are not intended to limit the application.
FIG. 1 is a schematic flow chart of the method of example 1 of the present invention;
FIG. 2 is a schematic view of a soil-clamping mechanical model in example 1 of the present invention;
Detailed Description
Example 1
The embodiment provides a method for judging damage of medium soil inclusion in construction of a lower-crossing existing station, which comprises the following steps as shown in fig. 1:
step 1: the method comprises the steps of obtaining the structural sizes of the existing station and the newly-built station, and further calculating the gravity of the existing station according to the structural parameters of the existing station, including the length, the width and the like of the existing station and the newly-built station, and the structural parameters of the existing station and the weight of each device inside the existing station.
And acquiring soil body parameters of a soil body above the existing station, including the gravity of the soil body, the burial depth of the existing station and the like.
And acquiring soil body parameters of the middle-included soil, including the density and the weight of the soil body, the thickness of the middle-included soil and the like.
The above parameters can be obtained by the prior art means, and are not described in detail here.
Step 2: and (4) calculating the pressure load of the existing station borne by the clamped soil according to the parameters obtained in the step (1).
After a newly-built station is excavated, but when a lining is not applied, for convenience of calculation, the middle-clip soil can be simplified into a simple support beam, the upper part of the simple support beam bears the gravity and the stratum pressure of the existing station, the peripheral soil body of the lower excavation area provides vertical supporting force, meanwhile, the self weight of the middle-clip soil is simplified into uniformly distributed load acting above the beam according to a normal physical force and surface force conversion method in elastic mechanics, and finally, a mechanical model of the middle-clip soil can be obtained as shown in fig. 2, wherein the central point of the mechanical model of the middle-clip soil is the origin of coordinates O.
The method for calculating the pressure load F borne by the middle clamping soil comprises the following steps:
F＝ρgh+γz+P
wherein rho is the density of the middle clamped soil, h is the thickness of the middle clamped soil, gamma is the weight of the soil body above the existing station, z is the buried depth of the existing station, and P is the weight of the existing station.
And 3, step 3: and combining the obtained pressure load borne by the middle clamping soil with the pre-established middle clamping stress component calculation model to obtain each stress component of the middle clamping soil according to the soil parameters of the embedded and middle clamping soil of the existing station, the structural parameters of the newly-built station and the obtained pressure load borne by the middle clamping soil.
Specifically, the method for acquiring the calculation model of the stress component of the middle clamp comprises the following steps:
and establishing a mechanical model of the middle clamped soil, and simplifying the mechanical model of the middle clamped soil into a simply supported beam model. The horizontal direction is the x-direction and the vertical direction is the y-direction.
Under the condition that the thickness of the middle clamping soil is constant, the gravity of the middle clamping soil is a fixed value, and according to the elastic mechanics regulation, when the physical strength appears in a constant form, a balance differential equation in a middle clamping soil mechanics model is fully solved as follows:
σ x 、σ y and τ xy The three stress components are bending stress, extrusion stress and shearing stress, and are borne by the middle clamp soil.
Under the condition of considering the normal body force, taking phi as an equation of an unknown function, and solving the phi by using a stress function method to obtain a compatible equation expressed by the Airy stress function:
according to the theory of the relevant mechanics of materials, the stress component σ x 、σ y And τ xy Respectively mainly caused by bending moment, shearing force and load F, and can be known from a middle soil-clamping mechanical model y Not influenced by x, i.e. σ y Only a function related to y:
σ y ＝fy (5)
substituting formula (5) into formula (2) can obtain:
the form of the stress function can be obtained by integrating x:
substituting equation (7) into the compatibility equation of equation (4) yields:
equation (8) is a quadratic equation for x, and the stress function must satisfy the compatibility equation, so it can be seen that the coefficient and the free term of equation (8) are both zero, i.e.:
solving the three equations in the formula (9) can obtain f (y), f 1 (y)，f 2 (y) expression:
f 1 (y)＝Ey 3 +Fy 3 +Gy (10)
f(y)＝Ay 3 +By 2 +Cy+D (12)
substituting the formula (10), the formula (11) and the formula (12) into the formula (7) can obtain the expression of the stress function:
substituting equation (13) into equations (1), (2) and (3) respectively can obtain a calculation model containing unknown coefficients A, B, C, D, E, F, G, H, K for three stress components of bending stress, extrusion stress and shear stress:
σ y ＝Ay 3 +By 2 +Cy+D (15)
τ xy ＝-x(3Ay 2 +2By+C)-(3Ey 2 +2Fy+G) (16)
according to the boundary conditions of the middle soil-clamping mechanical model and the saint-winan local effect principle, the method can be known as follows:
(σ y ) y＝h/2 ＝0，(σ y ) y＝-h/2 ＝-q，(τ xy ) y＝±h/2 ＝0
after the substitution, a specific value of the unknown coefficient is obtained, and the following can be obtained:
wherein L is the width of the middle clip soil, namely the width of a newly-built station, F is the pressure load of the existing station borne by the middle clip soil, and h is the total thickness of the middle clip soil. In the actual engineering calculation, x = L, y = h, so the final calculation model of three stress components of the middle soil inclusion is obtained as follows:
σ y ＝-F
and obtaining specific values of the three stress components according to the obtained pressure load F, the width L of the newly built station and the thickness h of the middle soil.
And 4, step 4: and after specific values of the three stress components are obtained, comparing the specific values with a set value in sequence, judging that the middle soil is in a partial failure state when the values of all the stress components are smaller than the set value, otherwise, judging that the middle soil is in a complete failure state, namely judging that the middle soil is in a complete failure state as long as one of the three stress components is larger than the set value.
In the prior art, the main failure modes of the strength include fracture failure and yield failure, the two failure modes respectively extend two strength theoretical formulas, and the four strength theoretical formulas and the corresponding judgment methods are as follows.
(1) Theory of maximum tensile stress
The theory proposes that the maximum tensile stress is the cause of the fracture failure of the material, i.e. the material will fracture and fail whenever the maximum tensile stress of the material exceeds its limit value no matter under any kind of stress, and according to the theory, the strength condition can be obtained:
σ 1 ≤[σ] (21)
(2) maximum elongation line strain theory
The theory proposes that the maximum elongation strain is the cause of the fracture failure of the material, i.e. the material will fracture and fail whenever the maximum elongation strain of the material exceeds its limit value under any kind of stress, and according to the theory, the strength condition can be obtained:
σ 1 -μ(σ 2 +σ 3 )≤[σ] (22)
(3) theory of maximum shear stress
The theory proposes that the maximum shear stress is the cause of the yield failure of the material, namely, under any stress condition, the material will yield and fail as long as the maximum shear stress of the material exceeds the limit value, and according to the theory, the strength condition can be obtained:
σ 1 -σ 3 ≤[σ] (23)
(4) specific energy theory of shape change
The theory suggests that the specific energy of shape change is responsible for the yield failure of a material, i.e. the yield failure of a material is obtained whenever the specific energy of shape change of the material exceeds its limit value under any stress condition, and according to this theory:
the first two strength theories apply to brittle materials that fail in the form of a fracture, such as stone and concrete; the latter two strength theories apply to plastic materials that fail in yield, such as carbon steel and aluminum, among others.
In this embodiment, whether the middle soil is invalid or not can be checked by using a maximum tensile stress intensity theory.
In this embodiment, the set value is obtained according to the maximum bearing capacity of the foundation corresponding to the soil type in which soil is clamped.
By adopting the method of the embodiment, the method of the invention can obtain the failure mode of the middle clamping soil by combining the collected stress component calculation model of the middle clamping soil and the acquired set parameters of the existing station, the newly built station, the middle clamping soil and the soil body above the existing station, the set parameters are convenient to collect, and the failure mode of the middle clamping soil can be obtained theoretically by utilizing the stress separation calculation model of the middle clamping soil, so that the judgment of the failure mode of the middle clamping soil has corresponding theoretical support, the method has important significance for the selection of the reinforcement method for the construction of the existing station for underpass, and the implementation of the active underpinning design in the construction is ensured.
Example 2:
the embodiment provides a reinforcing method for construction of a lower-crossing existing station, and firstly, the method described in embodiment 1 is adopted to judge the damage mode of the middle-included soil.
When the recognized middle soil is in a complete destruction state, active supporting measures are adopted during construction of the newly built station, jack lifting is adopted as the active supporting measures, the existing method is adopted, and detailed description is omitted.
When the identified middle clamped soil is in a partial damage state, passive reinforcement measures are adopted during the construction of the newly built station, pipe sheds and the like are adopted as the passive reinforcement measures, and the existing method is adopted, so that the detailed description is omitted.
In one practical application of the method of the embodiment:
taking parameters of an ordinary lower-crossing existing station: the buried depth of the existing station is 10m, the section size of the existing station is 15 multiplied by 10m, the gravity of the existing station is 25kN/m < 3 >, the section size of the newly-built station is 9 multiplied by 7m, the thickness of the middle soil is 3m, the volume weight of the soil is 18.8kN/m < 3 >, the cohesive force is 20KPa, and the friction angle is 30 degrees. And (4) carrying out stress analysis on the middle clamping soil, and determining a middle clamping soil damage mode under a specific working condition so as to guide the support design.
Solving to obtain the force F =294.4 received above the middle clamped soil, and substituting the force F =294.4 into equations (18) - (20) to calculate specific numerical values of each stress component:
σ x ＝-109222.24
σ y ＝-294.4
τ xy ＝3974.4
solving the maximum foundation bearing capacity of the medium-soil-inclusion by adopting a sand base theory;
wherein c is cohesion; q is two-side overload, q = gammad, gammad is the medium soil weight, d is the medium soil thickness; b is the width of the middle clamped soil; n is a radical of hydrogen c 、N q 、N γ The bearing coefficient can be obtained by looking up a table according to the friction angle.
Taishaji formula bearing capacity coefficient table
Solving is carried out according to known data, and the maximum foundation bearing capacity p of the middle clamped soil can be obtained u =3695.36. Through comparison, tau can be found xy >p u And the soil clamped in the soil is proved to be in a complete destruction state at the moment.
Although the embodiments of the present invention have been described with reference to the accompanying drawings, it is not intended to limit the scope of the invention, and it should be understood by those skilled in the art that various modifications and variations can be made without inventive changes in the technical solutions of the present invention.
Claims (10)
1. A method for judging damage of soil clamped in construction of an existing underpass station is characterized by comprising the following steps:
acquiring pressure load generated by soil clamping in the existing station;
according to the thickness of the middle clip soil, the width of a newly-built station and the acquired pressure load borne by the middle clip soil, combining a pre-established middle clip stress component calculation model to obtain each stress component of the middle clip soil;
according to the parameters of soil bodies embedded and clamped in the existing station, the structural parameters of the newly-built station and the acquired pressure load borne by the clamped soil, combining a pre-established clamped stress component calculation model to obtain each stress component of the clamped soil;
the method for acquiring the intermediate clamp stress component calculation model comprises the following steps:
establishing a mechanical model of the middle clamped soil, and simplifying the mechanical model of the middle clamped soil into a simply supported beam model, wherein the horizontal direction is the x direction, and the vertical direction is the y direction;
under the condition that the thickness of the middle clamping soil is constant, the gravity of the middle clamping soil is a fixed value, and according to the elastic mechanics regulation, when the physical strength appears in a constant form, a balance differential equation in a middle clamping soil mechanics model is fully solved as follows:
σ x 、σ y and τ xy Bending stress, extrusion stress and shearing stress are respectively three stress components borne by the middle clamping soil;
under the condition of considering the normal body force, taking phi as an equation of an unknown function, and solving the phi by using a stress function method to obtain a compatible equation expressed by the Airy stress function:
according to the theory of the material mechanics x 、σ y And τ xy Respectively mainly caused by bending moment, shearing force and load F, and can be known from a middle soil-clamping mechanical model y Not affected by x, i.e. sigma y Only a function related to y:
σ y ＝f(y) (5)
substituting formula (5) into formula (2) can obtain:
the form of the stress function can be obtained by integrating x:
substituting equation (7) into the compatibility equation of equation (4) yields:
equation (8) is a quadratic equation for x, and the stress function must satisfy the compatibility equation, so it can be seen that the coefficient and the free term of equation (8) are both zero, i.e.:
solving the three equations in the formula (9) can obtain f (y), f 1 (y)，f 2 (y) expression:
f 1 (y)＝Ey 3 +Fy 2 +Gy (10)
f(y)＝Ay 3 +By 2 +Cy+D (12)
the expression of the stress function can be obtained by substituting the formula (10), the formula (11) and the formula (12) into the formula (7):
substituting equation (13) into equations (1), (2) and (3) respectively can obtain a calculation model containing unknown coefficients A, B, C, D, E, F, G, H, K for three stress components of bending stress, extrusion stress and shear stress:
σ y ＝Ay 3 +By 2 +Cy+D (15)
τ xy ＝-x(3Ay 2 +2By+C)-(3Ey 2 +2Fy+G) (16)
according to the boundary conditions of the middle soil-clamping mechanical model and the saint-winan local effect principle, the method can be known as follows:
(σ y ) y＝h/2 ＝0，(σ y ) y＝-h/2 ＝-q，(τ xy ) y＝±h/2 ＝0
after the substitution, a specific value of the unknown coefficient is obtained, and the following can be obtained:
wherein L is the width of the middle clamped soil, namely the width of a newly-built station, F is the pressure load of the existing station borne by the middle clamped soil, h is the total thickness of the middle clamped soil, and in the actual engineering calculation, x = L, y = h, so that the final calculation model of three stress components of the middle clamped soil is obtained as follows:
σ y ＝-F
obtaining specific values of three stress components according to the obtained pressure load F, the width L of the newly-built station and the thickness h of the middle clamped soil;
after specific values of the three stress components are obtained, the specific values are sequentially compared with a set value, when the values of all the stress components are smaller than the set value, the condition that the middle-clamped soil is in a partial failure state is judged, otherwise, the middle-clamped soil is in a complete failure state, namely, the middle-clamped soil is judged to be in a complete failure state as long as one of the three stress components is larger than the set value;
and judging the damage state of the middle clamping soil according to the stress component borne by the middle clamping soil.
2. The method for judging the damage of the medium soil inclusion in the construction of the existing underpass station as claimed in claim 1, wherein the pressure load generated by the medium soil inclusion in the existing station is obtained according to the density of the medium soil inclusion, the burying of the existing station, the weight of the soil body above the existing station and the weight of the existing station.
3. The method for judging the damage of the soil sandwiched therebetween in the construction of the existing underpass station as set forth in claim 1, wherein the stress components of the soil sandwiched therebetween include bending stress, extrusion stress and shear stress.
4. The method for judging the middle soil inclusion destruction state in the existing underpass station construction as claimed in claim 1, wherein the concrete method for judging the middle soil inclusion destruction state according to the stress component is as follows: when all the stress components are smaller than the set value, the middle clamping soil is in a partial failure state, otherwise, the middle clamping soil is in a complete failure state.
5. The method for judging the damage of the middle soil inclusion in the construction of the existing underpass station as claimed in claim 4, wherein the set value adopts the maximum bearing capacity of the foundation of the soil body corresponding to the middle soil inclusion.
6. The method for judging the damage to the inter-soil in the construction of the existing underpass station as claimed in claim 1, wherein the method for obtaining the inter-soil stress component calculation model is as follows:
establishing a middle soil-clamping mechanical model;
obtaining a calculation model of each stress component containing unknown coefficients according to a balance differential equation of the middle soil-clamping mechanical model and a compatibility equation expressed by an Airy stress function;
and obtaining unknown coefficient values in each stress component calculation model according to the boundary conditions of the middle clamp soil mechanics model and the Saint-Wein local effect principle, and further obtaining a final middle clamp stress component calculation model.
7. The method for judging the damage of the middle soil inclusion in the construction of the existing underpass station as claimed in claim 6, wherein the middle soil inclusion mechanical model is a simply supported beam model.
8. A reinforcing method for construction of a lower-crossing existing station is characterized in that a damage mode of middle-included soil is identified by adopting the method for judging damage of middle-included soil in the lower-crossing existing station as claimed in any one of claims 1 to 7, and when a new station is constructed, reinforcing measures are taken according to the identified damage mode of the middle-included soil.
9. The method for reinforcing construction of passing-down existing stations according to claim 8, wherein when the recognized medium soil is in a completely damaged state, active support measures are adopted in construction of newly built stations.
10. The method for strengthening construction of an existing underpass station as claimed in claim 8, wherein when the identified soil trapped therein is in a partially damaged state, passive strengthening measures are taken when a new station is constructed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210630996.9A CN115146344B (en) | 2022-06-06 | 2022-06-06 | Method for judging damage of medium soil inclusion in construction of underpass existing station and reinforcing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210630996.9A CN115146344B (en) | 2022-06-06 | 2022-06-06 | Method for judging damage of medium soil inclusion in construction of underpass existing station and reinforcing method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115146344A CN115146344A (en) | 2022-10-04 |
| CN115146344B true CN115146344B (en) | 2023-02-03 |
Family
ID=83405976
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210630996.9A Active CN115146344B (en) | 2022-06-06 | 2022-06-06 | Method for judging damage of medium soil inclusion in construction of underpass existing station and reinforcing method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115146344B (en) |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109781524B (en) * | 2018-12-29 | 2020-02-18 | 河海大学 | Method for prejudging local compressive damage of geomembrane during upper protective layer construction |
| US20210301660A1 (en) * | 2020-03-25 | 2021-09-30 | Bridge & Tunnel Engineering Company of the Third Engineering Group Co. Ltd. of China Railway | Construction method for making water-rich sand layer shield over cross existing line and underneath cross sewage push pipe at close range |
-
2022
- 2022-06-06 CN CN202210630996.9A patent/CN115146344B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN115146344A (en) | 2022-10-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Cooke et al. | Jacked piles in London Clay: a study of load transfer and settlement under working conditions | |
| CN206512764U (en) | A kind of horizontally loading test system for applying vertical load in stake top | |
| CN108716227B (en) | Analysis method for axial force and displacement distribution of full-length bonded GFRP anti-floating anchor rod | |
| CN108716225A (en) | A kind of novel club-footed pile test device for multifunctional and method | |
| CN104729988A (en) | Device and method for testing bond-slip performance of new concrete and old concrete | |
| CN108661091A (en) | A kind of in due course test device of Deep Plate Load Test and test method | |
| Yan et al. | A centrifugal experimental investigation on the seismic response of group-pile foundation in a slope with an inclined weak intercalated layer | |
| CN206772282U (en) | Offshore wind power foundation absolute settlement monitoring device | |
| CN108716226A (en) | A kind of improved club-footed pile self-balanced static-load testing device and method | |
| Fu et al. | Vertical load transfer behavior of composite foundation and its responses to adjacent excavation: centrifuge model test | |
| CN114577635A (en) | Surface rock embodiment shear test device and test method | |
| CN115146344B (en) | Method for judging damage of medium soil inclusion in construction of underpass existing station and reinforcing method | |
| Wei | Influence of foundation pit excavation and precipitation on settlement of surrounding buildings | |
| CN210376011U (en) | Large-area on-site direct shear test equipment | |
| CN114969922B (en) | Method for acquiring vertical load of newly built station for underpass construction and construction method | |
| CN206607613U (en) | A kind of bored concrete pile displacement acquisition device | |
| CN215296993U (en) | Multi-connected rock-soil in-situ shear testing device for full-stress path tracking | |
| Jiang et al. | Field monitoring of mechanically stabilized earth walls to investigate secondary reinforcement effects. | |
| CN109778923A (en) | A kind of foundation pile buckling critical load experimental rig and method | |
| CN113882441B (en) | Earthquake instability early warning method for high and steep slope and application thereof | |
| CN210946909U (en) | Vertical resistance to plucking static test equipment of single pile | |
| CN211696331U (en) | Cast-in-place support strain monitoring system | |
| CN109883673B (en) | Shed frame test method in pilot tunnel excavation process | |
| Yao et al. | The effects of loaded bored piles on existing tunnels | |
| ZHANG et al. | Study on bearing behavior of flexible single pile subject to horizontal and uplift combined load |
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 |