CN108984924A - A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall - Google Patents
A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall Download PDFInfo
- Publication number
- CN108984924A CN108984924A CN201810822395.1A CN201810822395A CN108984924A CN 108984924 A CN108984924 A CN 108984924A CN 201810822395 A CN201810822395 A CN 201810822395A CN 108984924 A CN108984924 A CN 108984924A
- Authority
- CN
- China
- Prior art keywords
- wall
- soil body
- soil
- angle
- width
- 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.)
- Pending
Links
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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Mining & Mineral Resources (AREA)
- Computer Hardware Design (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- General Engineering & Computer Science (AREA)
- Evolutionary Computation (AREA)
- Pure & Applied Mathematics (AREA)
- Mathematical Optimization (AREA)
- Mathematical Analysis (AREA)
- Computational Mathematics (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Retaining Walls (AREA)
Abstract
The present invention provides a kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall, comprising: determines the design soil body, structural parameters, completes the preliminary project of Selection of Pit Retaining Structures and each section；Determine the critical soil body width value (critical value) of geostatic shield after influencing wall, if soil body width is less than or equal to critical value after wall, the soil pressure load of the finite width soil body is then determined using thin-layer element method, on the contrary it is then using traditional triangle or trapezoidal soil pressure load assignment；In thin-layer element method, the relationship between wall displacement and angle of friction performance is introduced, to calculate unlimited earth pressure load；According to obtained soil pressure load, Internal force of support structure is calculated using load structure analytic approach, completes support structure design.The present invention can effectively determine the stress deformation of Retaining Structure of Deep Excavation Process, provide more economic design method when finite soil width after wall for base pit engineering.
Description
Technical field
The present invention relates to base pit engineering calculating fields, and in particular, to a kind of base applied to the finite width soil body after wall
Pit supporting construction design method.
Background technique
With the fast development of urban underground space, the case where base pit engineering is close to existed building, is more frequent, so that quasi-
It is often the soil body of finite width between excavation pit and existing building.As " geotechnical engineering journal " (2016
Vol.38No.1, P131-137) in Yang Ming brightness etc. in " finite width cohesiveless soil active earth pressure experimental study after a wall " text
In point out, after wall the soil body be finite width when, traditional Coulomb's earth pressure calculation formula to non-cohesive soil no longer be applicable in.Cause
This necessarily causes to design overly conservative and make according to traditional Calculating method of earth pressure and Design Methods of Anchored Sheet Pile Wall For Supporting
It is wasted at unnecessary cost.
Currently, elastic foundation method (the m method, also referred to as load structure recommended in " building foundation pit supporting technical regulation "
Analytic approach), it is the common method of Design of Retaining Structure of Foundation Pit, designer carries out it also by taking corresponding modification method
Rational modification.Such as Cao Xueshan is in a kind of patent " calculation method for design of foundation pit " (application number: 201610471507.4)
In reasonable soil spring m value obtained by iterative estimation supporting construction horizontal position in-migration；" civil engineering journal " (2006
Vol.39No.4, P68-72) in Deng Zi victory using by soil body horizontal bedding value be considered as depth be displaced with enclosure wall it is non-linear
Function establishes the computation model of soil pressure increment, so that calculating more identical actual condition.It is to be noted that existing foundation pit
The elastic foundation method that support structure design uses, spininess are modified soil spring in cheating, and cheat outer soil pressure and still mostly use half
Rankine Earth Pressure or Coulomb's earth pressure model under unlimited width conditions do not account for soil under the conditions of the finite width soil body after wall
The change of pressure more has ignored the coupled relation of soil pressure and supporting construction displacement.Therefore, a set of be applied to not yet is formed at present
Design Methods of Anchored Sheet Pile Wall For Supporting after wall under the conditions of the finite width soil body.
In summary, how innovatively that the Earth Pressure Models for calculating the finite width soil body with reflecting wall soil coupled relation are comprehensive
It closes and considers, be to obtain the breach applied to the supporting structure design method of the finite width soil body after wall of a set of economical rationality.
Summary of the invention
For the defects in the prior art, the object of the present invention is to provide a kind of bases applied to the finite width soil body after wall
Pit supporting construction design method can provide theoretical foundation for the design of foundation pit of the finite width soil body after wall and construction.
In order to achieve the above object, the present invention provides a kind of Design of Retaining Structure of Foundation Pit applied to the finite width soil body after wall
Method, after enclosure wall in the case where soil body limited width, comparison traditional design method can be propped up more reasonably the method
Protection structure design, and the reasonability for ensuring to design by considering the numerical analysis of soil small strain rigidity；
Specifically, the described method includes:
Geo-mechanics parameters needed for determining Design of Retaining Structure of Foundation Pit, the geometry of supporting construction and mechanics parameter, soil with
The exposure parameter of structure, and complete supporting construction type selecting and each section preliminary project；
Determine influence wall after geostatic shield critical soil body width value, that is, critical value, compare wall after soil body width with it is critical
The size of value, to determine the method for calculating soil pressure load: if soil body width is greater than critical value after wall, using triangle or
Trapezoidal soil pressure load assignment；If soil body width is less than or equal to critical value after wall, soil pressure lotus is calculated using thin-layer element method
It carries；
According to soil pressure load after thin-layer element method calculating wall, then combining wall position moves the pass between angle of friction performance
System, is calculated unlimited earth pressure load assignment；
According to the soil pressure load being calculated, Internal force of support structure is calculated using load structure analytic approach, completes foundation pit
Support structure design.
Preferably, it is described influence wall after geostatic shield critical soil body width value, that is, critical value, it is true using following formula
It is fixed:
B=H/tan αc
Wherein, B is critical soil body width value after wall；H is enclosure wall height；αcFor Coulomb's earth pressure slip-crack surface angle, by
Following formula determines:
In formula:For equivalent soil body internal friction angle, by formulaIt can be calculated,For
Soil body internal friction angle, γ are soil body severe, HeFor cutting depth, c is soil body cohesive strength；δ is wall soil angle of friction.
Preferably, the thin-layer element method need to further consider the relationship between wall displacement and angle of friction performance, finally
Unlimited earth pressure load after wall can be determined by following formula:
Wherein, z is soil body buried depth；Coefficient C1With C2It is acquired by following formula:
H is slip-crack surface and structure intersection point depth, by formula h=H-Dtan αcIt acquires, D is soil body width after wall；
K is lateral pressure coefficient, by formulaIt acquires, coefficient
Further, consider wall soil angle of friction δ and soil body internal friction angleWith the performance relationship that wall is displaced, by following formula
Determine the wall soil angle of friction δ of the performance in calculating processmWith the soil body internal friction angle of performanceValue:
Wherein, parameterWall soil angle of friction plays the most wallette needed completely
Position moves sc；Internal friction angle plays the minimum wall displacement s of needs completelya；S is wall displacement.
Compared with prior art, the present invention have it is following the utility model has the advantages that
The above-mentioned Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall of the present invention, using thin layer element
Analytic approach, unlimited earth pressure model, load structure analysis method, more traditional design method can determine that and more tally with the actual situation
Wall after soil pressure load complete the design of related supporting structure, applied for design to calculate the internal force of more Reasonable Support structure
The design of foundation pit applied to finite soil after wall that work provides set of system provides guidance and auxiliary.
The present invention can effectively determine base to provide more economic design method when finite soil width after wall
The stress deformation of supporting construction, provides theoretical foundation for existing detail design when hole is excavated.
Detailed description of the invention
Upon reading the detailed description of non-limiting embodiments with reference to the following drawings, other feature of the invention,
Objects and advantages will become more apparent upon:
Fig. 1 is the method flow diagram of one embodiment of the present invention；
Fig. 2 is the deformation of wall schematic diagram of calculation result of one embodiment of the present invention；
Fig. 3 is the wall moment of flexure envelope schematic diagram of one embodiment of the present invention；
Fig. 4 is that the wall of one embodiment of the present invention shears envelope schematic diagram.
Specific embodiment
The present invention is described in detail combined with specific embodiments below.Following embodiment will be helpful to the technology of this field
Personnel further understand the present invention, but the invention is not limited in any way.It should be pointed out that the ordinary skill of this field
For personnel, without departing from the inventive concept of the premise, various modifications and improvements can be made.These belong to the present invention
Protection scope.
As shown in Figure 1, being applied to one of the Design Methods of Anchored Sheet Pile Wall For Supporting of the finite width soil body after wall according to the present invention
Preferred embodiment, the method process include:
Step 1: determine each parameter of design, and including: the geo-mechanics parameters in scope of design (can be by soil property
Report obtains), the geometry of supporting construction and mechanics parameter, the soil body and the exposure parameter of structure etc., and complete supporting construction type selecting
And the preliminary project of each section.
Step 2: calculating the critical soil body width value (critical value) of geostatic shield after influence wall, the soil body is wide after comparing wall
The size of degree and critical value determines the method for calculating soil pressure load: if soil body width is greater than critical value after wall, using tradition
Triangle or trapezoidal soil pressure be where distributed, if after wall soil body width be less than or equal to critical value, use thin-layer element method
Calculate soil pressure load.
Specifically, determining the critical value of soil body width after wall using following formula:
B=H/tan αc
Wherein: B is critical soil body width value after wall；H is enclosure wall height；αcFor Coulomb's earth pressure slip-crack surface angle, by
Following formula determines:
In formula,For equivalent soil body internal friction angle, by formulaIt can be calculated,For
Soil body internal friction angle, γ are soil body severe, HeFor cutting depth, c is soil body cohesive strength；δ is wall soil angle of friction.
Step 3: when soil body width is less than critical value, in order to optimize analysis, using soil pressure after thin-layer element method calculating wall
Power load, and the relationship being further introduced between wall displacement and angle of friction performance, the unlimited earth pressure load after calculating wall
Distribution；When soil body width is greater than critical value, then traditional triangle or trapezoidal soil pressure load assignment are used, and directly carry out
Step 4 calculates:
Specifically, considering the relationship between wall displacement and angle of friction performance in thin-layer element method, the non-limit after wall is calculated
The solution formula of soil pressure load is as follows:
Wherein, z is soil body buried depth；Coefficient C1With C2It can be acquired by formula:
H is slip-crack surface and structure intersection point depth, by formula h=H-Dtan αcIt acquires, D is wide for the soil body after wall
Degree；K is lateral pressure coefficient, by formulaIt acquires, coefficient
Consider wall soil angle of friction δ and soil body internal friction angleWith the coupled relation of wall displacement, meter can be determined by following formula
The wall soil angle of friction δ of performance during calculationmWith the soil body internal friction angle of performanceValue:
Wherein, parameterWall soil angle of friction plays the most wallette needed completely
Position moves sc=0.04%H；Internal friction angle plays the minimum wall displacement s of needs completelya=0.2%H.
Step 4: soil pressure load after the wall obtained according to step 3, calculates supporting construction using load structure analytic approach
Internal force, and complete support structure design.
Next, passing through the case of a Practical Project, shows and use above-mentioned design method and conventional method of the invention
Difference:
The case is Shanghai transport hub foundation pit, and wherein A1 foundation pit is 20m away from subway station recently, and centre has two rows of vertical
For stanchion as the vertical support in the area B digging process, nearest row stand column pile is about 6.5m at a distance from enclosure wall.If not considering
Stand column pile, then can obtain soil body width than wall deep (D/H) is 0.75, if considering stand column pile effect, soil body width is deeper (D/H) than wall
It is 0.23.Therefore, which meets the design requirement of the finite width soil body after wall.
Fig. 2 illustrates the Comparative result of traditional design method and the method for the present invention under the operating condition into Fig. 3.Such as Fig. 2 institute
Show, considers that deformation of wall value that stand column pile influences is less than the calculated value of traditional design method, this and wall rear column in Practical Project
The fact that stake can effectively reduce deformation of wall is coincide, and the reasonability of design method of the present invention is also further illustrated.
Fig. 3 and Fig. 4 illustrates the moment of flexure of the method and traditional design method, shearing envelope diagram.Comparison is as it can be seen that the present invention
Resulting moment of flexure shearing envelope diagram is less than the calculated value of conventional method.When therefore, for being the engineering of the finite width soil body after wall,
More economic design result can be obtained, provides effective theoretical foundation for design and construction.
In conclusion the Design Methods of Anchored Sheet Pile Wall For Supporting proposed by the present invention applied to the finite width soil body after wall, base
In thin-layer element method, unlimited earth pressure model, load structure analysis method, finite width soil body feelings after wall can be rationally determined
Wall stress deformation characteristic under condition provides the scheme of more economical rationality for design and construction.
Specific embodiments of the present invention are described above.It is to be appreciated that the invention is not limited to above-mentioned
Particular implementation, those skilled in the art can make various deformations or amendments within the scope of the claims, this not shadow
Ring substantive content of the invention.
Claims (6)
1. a kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall characterized by comprising
Geo-mechanics parameters needed for determining Design of Retaining Structure of Foundation Pit, the geometry of supporting construction and mechanics parameter, soil and structure
Exposure parameter, and complete supporting construction type selecting and each section preliminary project；
It determines critical soil body width value, that is, critical value of geostatic shield after influencing wall, compares soil body width and critical value after wall
Size, to determine the method for calculating soil pressure load: if soil body width is greater than critical value after wall, using triangle or trapezoidal
Soil pressure load assignment；If soil body width is less than or equal to critical value after wall, soil pressure load is calculated using thin-layer element method；
According to soil pressure load after thin-layer element method calculating wall, then combining wall position moves the relationship between angle of friction performance,
Unlimited earth pressure load assignment is calculated；
According to soil pressure load is calculated, Internal force of support structure is calculated using load structure analytic approach, completes pattern foundation pit supporting structure knot
Structure design.
2. a kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall according to claim 1,
It is characterized in that, critical soil body width value, that is, critical value of geostatic shield after the influence wall is determined using following formula:
B=H/tan αc
Wherein, B is critical soil body width value；H is enclosure wall height；αcIt is true by following formula for Coulomb's earth pressure slip-crack surface angle
It is fixed:
In formula:For equivalent soil body internal friction angle, by formulaIt can be calculated,For the soil body
Internal friction angle, γ are soil body severe, HeFor cutting depth, c is soil body cohesive strength；δ is wall soil angle of friction.
3. a kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall according to claim 2,
It is characterized in that, calculates soil pressure load according to thin-layer element method, need to further consider between wall displacement and angle of friction performance
Relationship, the unlimited earth pressure load after final wall determines by following formula:
Wherein, z is soil body buried depth；Coefficient C1With C2It is acquired by following formula:
H is slip-crack surface and structure intersection point depth, by formula h=H-Dtan αcIt acquires, D is soil body width after wall；
K is lateral pressure coefficient, by formulaIt acquires, coefficient
4. a kind of Design of Retaining Structure of Foundation Pit applied to the finite width soil body after wall according to claim 1-3
Method, which is characterized in that consider wall soil angle of friction δ and soil body internal friction angleIt is true by following formula with the performance relationship that wall is displaced
The wall soil angle of friction δ of performance during devise a stratagem calculationmWith the soil body internal friction angle of performanceValue:
Wherein, parameter For soil body internal friction angle；Wall soil angle of friction plays completely
The minimum wall displacement s neededc；Internal friction angle plays the minimum wall displacement s of needs completelya；S is wall displacement；δ is wall soil
Angle of friction；H is enclosure wall height.
5. a kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall according to claim 4,
It is characterized in that, sa=0.2%H.
6. a kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall according to claim 4,
It is characterized in that, sc=0.04%H.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810822395.1A CN108984924A (en) | 2018-07-24 | 2018-07-24 | A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810822395.1A CN108984924A (en) | 2018-07-24 | 2018-07-24 | A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108984924A true CN108984924A (en) | 2018-12-11 |
Family
ID=64550256
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810822395.1A Pending CN108984924A (en) | 2018-07-24 | 2018-07-24 | A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108984924A (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110206038A (en) * | 2019-05-28 | 2019-09-06 | 中冶集团武汉勘察研究院有限公司 | Supporting construction and construction method at a kind of concave foundation pit external corner |
| CN111539057A (en) * | 2020-04-30 | 2020-08-14 | 燕山大学 | Method and system for determining soil pressure of foundation pit soil body |
| CN111666621A (en) * | 2020-06-08 | 2020-09-15 | 中南大学 | Method for determining safe support pressure interval of excavation face of tunnel in clay stratum |
| CN113128094A (en) * | 2021-04-25 | 2021-07-16 | 交通运输部公路科学研究所 | Limited soil mass soil pressure acquisition method considering septal soil width in adjacent underground engineering |
| CN114741763A (en) * | 2022-04-19 | 2022-07-12 | 中冶集团武汉勘察研究院有限公司 | Method for calculating active soil pressure of limited soil body of cantilever type supporting structure of foundation pit |
| CN115982833A (en) * | 2023-03-17 | 2023-04-18 | 中国铁路设计集团有限公司 | Half-width design calculation method of bias foundation pit |
| CN117057101A (en) * | 2023-07-18 | 2023-11-14 | 山东建筑大学 | Method and system for evaluating upper layer-adding construction safety of existing underground structure |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102087677A (en) * | 2010-12-24 | 2011-06-08 | 东南大学 | Method for solving solution of elastic foundation beams and for back analysis of value m |
| CN103761400A (en) * | 2014-01-28 | 2014-04-30 | 浙江省建筑设计研究院 | Method for calculating underground continuous wall with supporting legs under action of horizontal loads |
| CN104141294A (en) * | 2014-07-24 | 2014-11-12 | 中国电建集团华东勘测设计研究院有限公司 | Judgment method for soil body seepage failure caused by foundation pit supporting water stopping body defect |
| KR101547090B1 (en) * | 2015-05-26 | 2015-08-25 | 연세대학교 산학협력단 | Method and system for fully coupled analysis of rainfall infiltration and slope stability using unsaturated constitutive model in sandy soils |
| CN105274963A (en) * | 2014-05-30 | 2016-01-27 | 江海滢 | Application of foam concrete in architectural engineering |
| 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 |
| CN107315868A (en) * | 2017-06-20 | 2017-11-03 | 广州市建筑科学研究院有限公司 | A kind of design method and system of the base pit engineering stability based on Revit secondary development |
| CN107832568A (en) * | 2017-12-12 | 2018-03-23 | 青岛理工大学 | The assay method of deep pit digging soil layer dynamic level resistance coefficient |
| CN107908901A (en) * | 2017-12-07 | 2018-04-13 | 上海交通大学 | The computational methods that artesian water precipitation influences surrounding enviroment in a kind of foundation pit construction |
| CN108052782A (en) * | 2018-01-25 | 2018-05-18 | 上海交通大学 | Method is determined with the servo steel supporting system axle power of maximum displacement target in order to control |
-
2018
- 2018-07-24 CN CN201810822395.1A patent/CN108984924A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102087677A (en) * | 2010-12-24 | 2011-06-08 | 东南大学 | Method for solving solution of elastic foundation beams and for back analysis of value m |
| CN103761400A (en) * | 2014-01-28 | 2014-04-30 | 浙江省建筑设计研究院 | Method for calculating underground continuous wall with supporting legs under action of horizontal loads |
| CN105274963A (en) * | 2014-05-30 | 2016-01-27 | 江海滢 | Application of foam concrete in architectural engineering |
| CN104141294A (en) * | 2014-07-24 | 2014-11-12 | 中国电建集团华东勘测设计研究院有限公司 | Judgment method for soil body seepage failure caused by foundation pit supporting water stopping body defect |
| KR101547090B1 (en) * | 2015-05-26 | 2015-08-25 | 연세대학교 산학협력단 | Method and system for fully coupled analysis of rainfall infiltration and slope stability using unsaturated constitutive model in sandy soils |
| 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 |
| CN107315868A (en) * | 2017-06-20 | 2017-11-03 | 广州市建筑科学研究院有限公司 | A kind of design method and system of the base pit engineering stability based on Revit secondary development |
| CN107908901A (en) * | 2017-12-07 | 2018-04-13 | 上海交通大学 | The computational methods that artesian water precipitation influences surrounding enviroment in a kind of foundation pit construction |
| CN107832568A (en) * | 2017-12-12 | 2018-03-23 | 青岛理工大学 | The assay method of deep pit digging soil layer dynamic level resistance coefficient |
| CN108052782A (en) * | 2018-01-25 | 2018-05-18 | 上海交通大学 | Method is determined with the servo steel supporting system axle power of maximum displacement target in order to control |
Non-Patent Citations (4)
| Title |
|---|
| MING-GUANG LI等: "Arching effect on lateral pressure of confined granular material:numerical and theoretical analysis", 《GRANULAR MATTER》 * |
| 张怀文: "临近建筑物有限宽度土体深基坑支护设计与施工", 《岩土工程技术》 * |
| 肖才华: "某地下空间工程基坑支护结构设计", 《广东建材》 * |
| 郑贝贝: "考虑挡墙位移及有限土体影响的土压力研究", 《中国优秀硕士学位论文全文数据库》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110206038A (en) * | 2019-05-28 | 2019-09-06 | 中冶集团武汉勘察研究院有限公司 | Supporting construction and construction method at a kind of concave foundation pit external corner |
| CN110206038B (en) * | 2019-05-28 | 2024-01-30 | 中冶集团武汉勘察研究院有限公司 | Supporting structure at external corner of concave foundation pit and construction method |
| CN111539057A (en) * | 2020-04-30 | 2020-08-14 | 燕山大学 | Method and system for determining soil pressure of foundation pit soil body |
| CN111666621A (en) * | 2020-06-08 | 2020-09-15 | 中南大学 | Method for determining safe support pressure interval of excavation face of tunnel in clay stratum |
| CN111666621B (en) * | 2020-06-08 | 2022-06-10 | 中南大学 | Method for determining safe support pressure interval of excavation face of tunnel in clay stratum |
| CN113128094A (en) * | 2021-04-25 | 2021-07-16 | 交通运输部公路科学研究所 | Limited soil mass soil pressure acquisition method considering septal soil width in adjacent underground engineering |
| CN114741763A (en) * | 2022-04-19 | 2022-07-12 | 中冶集团武汉勘察研究院有限公司 | Method for calculating active soil pressure of limited soil body of cantilever type supporting structure of foundation pit |
| CN114741763B (en) * | 2022-04-19 | 2024-03-19 | 中冶集团武汉勘察研究院有限公司 | Active soil pressure calculation method for limited soil body of foundation pit cantilever type supporting structure |
| CN115982833A (en) * | 2023-03-17 | 2023-04-18 | 中国铁路设计集团有限公司 | Half-width design calculation method of bias foundation pit |
| CN115982833B (en) * | 2023-03-17 | 2023-06-09 | 中国铁路设计集团有限公司 | Half-width design calculation method of bias foundation pit |
| CN117057101A (en) * | 2023-07-18 | 2023-11-14 | 山东建筑大学 | Method and system for evaluating upper layer-adding construction safety of existing underground structure |
| CN117057101B (en) * | 2023-07-18 | 2024-04-19 | 山东建筑大学 | Method and system for evaluating upper layer-adding construction safety of existing underground structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108984924A (en) | A kind of Design Methods of Anchored Sheet Pile Wall For Supporting applied to the finite width soil body after wall | |
| Tan et al. | Measured performance of a 26 m deep top-down excavation in downtown Shanghai | |
| CN109183838B (en) | A kind of high anti-floating cracking resistance basement floor constructions and its design method | |
| CN108959752A (en) | A kind of calculation method suitable for calculating three pile body of row pile of steel pipe displacement and Internal forces | |
| CN110206038A (en) | Supporting construction and construction method at a kind of concave foundation pit external corner | |
| CN106570221B (en) | Method for calculating horizontal lateral stiffness of pile top crown beam of cylindrical foundation pit supporting pile | |
| CN104196035B (en) | Pipeline foundation ditch predeformation method for protecting support | |
| CN203741996U (en) | Beam column node for foundation pit project adopting top-down excavation method | |
| CN107657092B (en) | Building inclination correcting method for foundation drilling and soil taking | |
| CN109881683A (en) | A kind of more sublevel retaining structures and its construction method for combining artificial earth fill's grouting reinforcement technique | |
| CN1191258A (en) | Time-space effect method for excavation of foundation pit | |
| CN107476316B (en) | Building foundation pit internal and external support structure and construction method | |
| CN108446428A (en) | It is a kind of to cover theoretical deep basal pit Optimal design of anti-sliding piles method based on pushing away | |
| CN102979102A (en) | Open-excavation sequential-operation deformation-control design method for deep and large circular foundation ditch in soft soil areas | |
| CN116796585A (en) | Simplified calculation method for internal force of soft soil shield water delivery tunnel composite structure | |
| Orwat et al. | Causes analysis of building deviation located on mining area and the way of its removal | |
| CN202989933U (en) | Structure for controlling deformation of cylindrical foundation pit subjected to open excavation and sequential construction in soft soil area | |
| CN104631467A (en) | Method for erecting L-shaped support replacement plate for foundation pit excavation project | |
| CN205369269U (en) | Adopt prefabricated component to carry out excavation supporting's structure | |
| Korff et al. | Response of piled buildings to deep excavations in soft soils | |
| CN103321261A (en) | Construction method for directional expansion-rise deviation rectification | |
| JH et al. | Concept and characters of deep excavation groups in urban underground space development | |
| CN106592628A (en) | Splicing method of honeycomb type underground engineering structure system | |
| CN111046468A (en) | Underground comprehensive pipe gallery anti-seismic design method | |
| Xu et al. | In situ axial loading tests on H-shaped steel strut with double splay supports |
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 | ||
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20181211 |