CN106682267B - The calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load - Google Patents
The calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load Download PDFInfo
- Publication number
- CN106682267B CN106682267B CN201611062394.9A CN201611062394A CN106682267B CN 106682267 B CN106682267 B CN 106682267B CN 201611062394 A CN201611062394 A CN 201611062394A CN 106682267 B CN106682267 B CN 106682267B
- Authority
- CN
- China
- Prior art keywords
- tube coupling
- strain
- unit
- tube
- stress
- 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
- 238000004364 calculation method Methods 0.000 title claims abstract description 12
- 230000008878 coupling Effects 0.000 claims abstract description 86
- 238000010168 coupling process Methods 0.000 claims abstract description 86
- 238000005859 coupling reaction Methods 0.000 claims abstract description 86
- 239000002689 soil Substances 0.000 claims abstract description 28
- 238000012544 monitoring process Methods 0.000 claims abstract description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 10
- 238000000034 method Methods 0.000 claims abstract description 8
- 238000006243 chemical reaction Methods 0.000 claims abstract description 7
- 239000003673 groundwater Substances 0.000 claims abstract description 3
- 230000002265 prevention Effects 0.000 claims abstract description 3
- 239000000463 material Substances 0.000 claims description 5
- 230000003068 static effect Effects 0.000 claims description 3
- 230000005483 Hooke's law Effects 0.000 claims description 2
- 230000006835 compression Effects 0.000 claims description 2
- 238000007906 compression Methods 0.000 claims description 2
- 238000005259 measurement Methods 0.000 description 8
- 238000010586 diagram Methods 0.000 description 5
- 238000011160 research Methods 0.000 description 5
- 238000004458 analytical method Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 3
- 238000010276 construction Methods 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 239000000523 sample Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000013535 sea water Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
Classifications
-
- 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
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
Abstract
The present invention provides a kind of calculation method of immersed tube tunneltron section hoop strain under Tidal Load, tube coupling last time is assumed to impermeable stratum in layer, by the variation of tidal level depending on being the additional Large-area load p in impermeable stratum top0, level of ground water position is impermeable stratum top surface；Influence of the beam tide to tube coupling structure is not considered, calculate water, soil pressure and the subgrade reaction for acting on tube coupling outer wall, using Winkler foundation model, hoop strain calculating is considered as plane strain problems, tube coupling structure circumferential direction stress and deformation are analyzed using load-structure method；Pass through tube coupling transverse direction model Force Calculation and tube coupling circumference stress strain stress relation；The influence changed eventually by tube coupling inside and outside wall hoop strain distribution and tube coupling inside and outside wall each point hoop strain under the available a certain tidal level of calculating with tidal level.Calculated result can be used for predicting operation stage immersed tube tunnel tube coupling hoop strain, and there may be the positions in crack for anticipation, and carry out key monitoring and prevention to it.
Description
Technical field
The present invention relates to a kind of calculation methods of immersed tube tunneltron section hoop strain under Tidal Load, belong to underground engineering skill
Art field.
Background technique
It is more in relation to Study on dynamic response of immersed tube tunnel tube coupling under the influence of wave load both at home and abroad at present, and to tide
Load influence research is less, and only research is concentrated mainly on tide and tube coupling is caused to settle site-test analysis, but has no to tube coupling ring
Research to strain calculation method.
According to domestic and international project case, part immersed tube tunnel tube coupling occurs to crack and leak in the operation phase, normal to tunnel
Using bringing high risks.Immersed tube tunnel is largely built in great rivers since structure type is special, therefore Tidal Load pair
Tube coupling strain is affected.It to probe into the affecting laws that Tidal Load is distributed tube coupling hoop strain, and is tunnel operation from now on
Phase strain prediction provides theoretical direction, and this patent will establish tube coupling hoop strain computation model and method under Tidal Load, and lead to
Cross the reasonability of actual measurement contrast verification model.
Summary of the invention
Place against the above deficiency, tube coupling last time is assumed to impermeable stratum in layer by this patent, by the variation of tidal level
Depending on being the additional Large-area load p in impermeable stratum top0, level of ground water position is impermeable stratum top surface.Do not consider transverse direction
Influence of the trend to tube coupling structure calculates water, soil pressure and the subgrade reaction for acting on tube coupling outer wall, using lukewarm boiled water mould
Type, is considered as plane strain problems for hoop strain calculating, is carried out using load-structure method to tube coupling structure circumferential direction stress and deformation
Analysis, computation model are as shown in Figure 1.
In figure: HwIt (t) is the tidal level changed over time, unit m；H1For impermeable stratum top surface to tube coupling top plate away from
From unit m；H2For top plate top surface to bottom plate bottom surface distance, unit m；pw1And pw2It is respectively vertical suffered by top plate and bottom plate
Hydraulic pressure, unit kPa；pe1For vertical soil pressure suffered by top plate, unit kPa；p1For subgrade reaction, unit kPa；qe1And qe2
Lateral soil pressure respectively at top plate and bottom plate, unit kPa；qw1And qw2Lateral hydraulic pressure respectively at top plate and bottom plate, it is single
Position is kPa.
In Fig. 1, soil lateral pressure and subgrade reaction are only made to illustrate by linear distribution, and practical soil lateral pressure distribution is by each soil
Layer parameter determines that subgrade reaction distribution is determined by calculating.Vertical load and lateral load suffered by inclined roof panels are also only made to illustrate, real
Border calculates load along outer wall tilt distribution.
1. tube coupling transverse direction model Force Calculation
Act on the equivalent Large-area load of impermeable stratum top surface are as follows:
p0=γwHw(t) (1)
In formula: γwFor the severe of water, unit kN/m3。
Vertical hydraulic pressure and soil pressure suffered by top plate are respectively as follows:
pw1=γwH1 (2)
pe1=p0+∑γi′hi (3)
In formula: γi' it is to cover each soil layer effective unit weight, unit kN/m on tube coupling3；
hiTo cover each soil thickness, unit m on tube coupling.
Vertical hydraulic pressure suffered by bottom plate are as follows:
pw2=γw(H1+H2) (4)
It is assumed that tube coupling lateral load along the linear distribution of height, then the lateral hydraulic pressure at top plate and soil pressure are respectively as follows:
qw1=γwH1 (5)
qe1=K0(p0+∑γi′hi) (6)
In formula: K0For coefficient of static earth pressure.
Lateral hydraulic pressure and soil pressure at bottom plate are respectively as follows:
qw2=γw(H1+H2) (7)
qe2=K0(p0+∑γi′hi+∑γj′hj) (8)
In formula: γj' it is each soil layer effective unit weight locating for tube coupling, unit kN/m3；
hjFor each soil thickness locating for tube coupling, unit m.
2. tube coupling circumference stress strain stress relation
Defining tube coupling is laterally x-axis direction, is vertically y-axis direction, as shown in Figure 1.Tube coupling section is considered as plane strain
State, calculates its stress distribution by external force suffered by tube coupling, obtains three-dimensional stress-strain stress relation according to generalized Hooke law are as follows:
In formula: μ is tube coupling material Poisson's ratio；
E is tube coupling elasticity modulus of materials, unit Mpa；
εx、εyAnd εzRespectively x-axis, y-axis and z-axis direction strains, and stretching strain is positive, and compressive strain is negative；
σxAnd σyRespectively x-axis and y-axis direction stress, tensile stress is positive, and compression is negative.
Entity tube coupling section thickness is unevenly distributed, and can generate certain error if being equivalent to leverage and calculate, this patent is logical
It crosses and establishes tube coupling two-dimensional finite element model and calculated, wherein ground is simulated using spring unit.Finally, by the way that calculate can be with
Tube coupling inside and outside wall hoop strain distribution and tube coupling inside and outside wall each point hoop strain under a certain tidal level is obtained to become with tidal level
The influence of change.Calculated result can be used for predicting operation stage immersed tube tunnel tube coupling hoop strain, and there may be cracks for anticipation
Position, and key monitoring and prevention are carried out to it.
The effect of this patent:
This patent theoretical basis is sturdy, establishes tube coupling cross section computation model, analyzes tube coupling cross section under Tidal Load
Stress condition, and tube coupling hoop strain distribution is calculated according to tube coupling three-dimensional stress-strain stress relation.Using limited in practical calculating
Meta software establishes tube coupling two dimensional model, structure and the reasonable characterisitic parameter of soil layer is assigned, by the powerful operational capability of computer
Improve calculating speed and precision.
Three-dimensional problem is equivalent to plane strain problems by tube coupling computation model, the strain suitable for both ends constraint small cross sections
Analysis, therefore tube coupling both ends joint flexible is bigger, calculates section in the middle part of tube coupling, then hoop strain computational accuracy is higher.
This patent can calculate immersed tube tunneltron section hoop strain under Tidal Load, not have patent to propose before related
Calculation method.Tube coupling hoop strain incremental computations result and actual measurement are tied under the Tidal Load obtained using the method that this patent proposes
Fruit is almost the same, and error is smaller, and model and calculation method are reliable.Therefore, the model and calculation method that this patent proposes can be used for
Predict tube coupling circumferential direction overall strain value under Tidal Load.The circumferential biggish position of overall strain is the issuable region in tube coupling crack,
That is tube coupling danger zone needs key monitoring and takes measures, to prevent the generation for the treatment of technology for tunnel seepage.
Detailed description of the invention
Tube coupling hoop strain computation model figure in Fig. 1 present invention；
Monitoring surface lengthwise position floor map (unit: cm) in Fig. 2 present invention；
Point layout transverse cross-sectional view in Fig. 3 present invention[3](unit: cm)；
Fig. 4 (a) is No. 1 in Fig. 3 on monitoring cross section 1-1, No. 6 measuring points actual measurements and calculates strain increment schematic diagram；
Fig. 4 (b) is No. 2 in Fig. 3 on monitoring cross section 1-1, No. 5 measuring points actual measurements and calculates strain increment schematic diagram；
Fig. 4 (c) is No. 3 in Fig. 3 on monitoring cross section 1-1, No. 4 measuring points actual measurements and calculates strain increment schematic diagram；
Tube coupling two-dimensional finite element model figure in Fig. 5 present invention；
The section J2 tube coupling inner wall hoop strain distribution schematic diagram in Fig. 6 (a) present invention；
The section J2 tube coupling outer wall hoop strain distribution schematic diagram in Fig. 6 (b) present invention；
Specific embodiment
A specific embodiment of the invention is made a detailed explanation with reference to the accompanying drawing.
Table 1 backfills Soil Parameters
The section table 2J2 load
3 tube coupling intermediate cross-section maximum stretching strain calculated result of table
Specific implementation of the patent example
1. project profile
This patent is with Zhoushan Shenjiamen Port seabed immersed tube tunnel engineering[1]For background, which belongs to irregular half
Day, type was damp, and mean high tide 1.39m, mean low-water is -1.13m (1985 state height benchmark), and detailed tide overview is shown in
Document [2].
2. the system of monitoring
This monitoring use fiber bragg grating (FBG) sensing technology, select the section at E2 tube coupling temporary cushion block for
Monitoring cross section 1-1, monitoring cross section are as shown in Figure 2 along tunnel lengthwise position.It is arranged symmetrically 6 measuring points on monitoring cross section 1-1, is denoted as
Measuring point 1~6, as shown in Figure 3.On July 18th, 2015 continuously monitors tidal level and the progress of measuring point hoop strain increment for 24 hours, every
1h records a data, wherein the calculating strain increment of symmetrical measuring point is identical, therefore measuring point No. 1 and No. 6, No. 2 and No. 5, No. 3 and 4
Number actual measurement strain increment result respectively as shown in Fig. 4 (a)~(c).Monitoring result shows the variation of measuring point strain increment and tide
SEA LEVEL VARIATION trend is almost the same, and water level rises, and strain increment increases.
3. tube coupling hoop strain incremental computations
Taking bedding value is 590kN/m3[4], backfill sand coefficient of static earth pressure is 0.45, and seawater severe is 10kN/m3,
Tube coupling elasticity modulus is 3.45 × 104Mpa, tube coupling material severe are 25kN/m3, built using MIDAS GTS NX finite element software
Riser two dimensional model, grid dividing result are as shown in Figure 5.Hoop strain increment at the measuring point of the section 1-1 under calculating Tidal Load,
As a result see Fig. 4 (a)~(c).Calculated result shows that measuring point strain increment variation range is 0~1 × 10-5, with actual measurement strain increment
Curve more coincide.The calculated results and measured result deviation account for about the 10% of actual measurement strain increment maximum value, thus verify
The reasonability of the model.
4. tube coupling circumferential direction overall strain calculates
The applicability for considering computation model (removes end section, from north orientation south point by taking the section of the tube coupling quartile position E2 as an example
Be not denoted as J1, J2 and J3, wherein the section J3 is monitoring cross section 1-1), by two kinds of situations of mean high tide and mean low-water into
Row analysis, it is assumed that return and reach waterway dredging absolute altitude in layer elevation of top, it is as shown in table 1 that tube coupling backfills Soil Parameters.It is computed, J2
Section load is as shown in table 2, and the section J1 and J3 load is not listed specifically due to length limitation.The section J1, J2 and J3
Place's bedding value is taken as 546kN/m respectively3、558kN/m3And 590kN/m3[4].The theoretical model proposed according to this patent is to average
The inside and outside wall hoop strain in the section J2 is calculated under high tide level, and tube coupling hoop strain distribution is as shown in Fig. 6 (a) and Fig. 6 (b)
(stretching strain is positive, and compressive strain is negative).It can be obtained from the figure that in the middle part of tube coupling top plate and bottom plate inner wall and the two sides stretching strain of bottom plate outer wall compared with
Greatly, up to 1.3 × 10-4, therefore the region needs key monitoring.
It is drawn according to the inside and outside wall maximum that above method calculates separately the section J1, J2 and J3 under mean high tide and lowest water level
Strain, the results are shown in Table 3.It can be obtained by 3 calculated result of table, same calculating section, inner wall phase approximate with outer wall maximum stretching strain
Deng, tide tube coupling hoop strain is influenced it is obvious, caused by maximum stretching strain increment be about 2 × 10-5, account for the 12% of overall strain
~15%.
Wherein:
[1] Ning Maoquan Shenjiamen Port seabed immersed tube tunnel design presentation [J] modern times tunneling technique, 2008,45 (6): 61-
69.
[2] Deng Jianlin Shenjiamen Port seabed immersed tube tunnel transportation by driving, sinking Construction Control [J] tunnel construction, 2015,
35(9):914-919.
[3] Wei Gang, Su Qinwei, Xing Jianjian wait seabed immersed tube tunnel pipeline section strain research of the based on Fiber Bragg Grating technology
[J] rock-soil mechanics, 2015,36 (supplementary issues 2): 499-506.
[4] sedimentation of the seabed Su Qinwei immersed tube tunnel pipeline section and the strain research Hangzhou [D]: Zhejiang University, 2015.
Claims (1)
1. the calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load, which is characterized in that by tube coupling last time in layer
It is set as impermeable stratum, the variation of tidal level is regarded as the additional Large-area load p in impermeable stratum top0, level of ground water institute
It is set to impermeable stratum top surface in place；Influence of the beam tide to tube coupling structure is not considered, calculates water, the soil for acting on tube coupling outer wall
Hoop strain calculating is considered as plane strain problems, is utilized load-knot by pressure and subgrade reaction using Winkler foundation model
Structure method analyzes tube coupling structure circumferential direction stress and deformation；
It enables:
HwIt (t) is the tidal level changed over time, unit m；
H1For impermeable stratum top surface to tube coupling top plate distance, unit m；
H2For top plate top surface to bottom plate bottom surface distance, unit m；
pw1And pw2Respectively vertical hydraulic pressure suffered by top plate and bottom plate, unit kPa；
pe1For vertical soil pressure suffered by top plate, unit kPa；
p1For subgrade reaction, unit kPa；
qe1And qe2Lateral soil pressure respectively at top plate and bottom plate, unit kPa；
qw1And qw2Lateral hydraulic pressure respectively at top plate and bottom plate, unit kPa；
Step (1): tube coupling transverse direction model Force Calculation
Act on the equivalent Large-area load of impermeable stratum top surface are as follows:
p0=γwHw(t) (1)
In formula: γwFor the severe of water, unit kN/m3；
Vertical hydraulic pressure and soil pressure suffered by top plate are respectively as follows:
pw1=γwH1 (2)
pe1=p0+∑γi′hi (3)
In formula: γ 'iTo cover each soil layer effective unit weight, unit kN/m on tube coupling3；
hiTo cover each soil thickness, unit m on tube coupling；
Vertical hydraulic pressure suffered by bottom plate are as follows:
pw2=γw(H1+H2) (4)
Tube coupling lateral load is along the linear distribution of height, then the lateral hydraulic pressure at top plate and soil pressure are respectively as follows:
qw1=γwH1 (5)
qe1=K0(p0+∑γi′hi) (6)
In formula: K0For coefficient of static earth pressure；
Lateral hydraulic pressure and soil pressure at bottom plate are respectively as follows:
qw2=γw(H1+H2) (7)
qe2=K0(p0+∑γi′hi+∑γj′hj) (8)
In formula: γ 'jFor each soil layer effective unit weight locating for tube coupling, unit kN/m3；
hjFor each soil thickness locating for tube coupling, unit m；
Step (2): tube coupling circumference stress strain stress relation
Defining tube coupling is laterally x-axis direction, is vertically y-axis direction, tube coupling section is considered as plane strain state, passes through tube coupling institute
Its stress distribution is calculated by external force, three-dimensional stress-strain stress relation is obtained according to generalized Hooke law are as follows:
In formula: μ is tube coupling material Poisson's ratio；
E is tube coupling elasticity modulus of materials, unit Mpa；
εx、εyAnd εzRespectively x-axis, y-axis and z-axis direction strains, and stretching strain is positive, and compressive strain is negative；
σxAnd σyRespectively x-axis and y-axis direction stress, tensile stress is positive, and compression is negative；
Entity tube coupling section thickness is unevenly distributed, and can generate certain error if being equivalent to leverage and calculate, this programme is by building
Riser two-dimensional finite element model is calculated, wherein ground is simulated using spring unit；
Finally, by calculating tube coupling inside and outside wall hoop strain distribution and tube coupling inside and outside wall each point under available a certain tidal level
The influence that hoop strain changes with tidal level；Calculated result can be used for predicting that operation stage immersed tube tunnel tube coupling circumferential direction is answered
Become, there may be the positions in crack for anticipation, and carry out key monitoring and prevention to it.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611062394.9A CN106682267B (en) | 2016-11-28 | 2016-11-28 | The calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611062394.9A CN106682267B (en) | 2016-11-28 | 2016-11-28 | The calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106682267A CN106682267A (en) | 2017-05-17 |
| CN106682267B true CN106682267B (en) | 2019-09-13 |
Family
ID=58866925
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611062394.9A Active CN106682267B (en) | 2016-11-28 | 2016-11-28 | The calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106682267B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108385727B (en) * | 2018-02-05 | 2020-02-14 | 山东大学 | Method for calculating reasonable buried depth of submarine tunnel constructed by immersed tube method |
| CN111395396B (en) * | 2020-03-20 | 2021-11-30 | 华侨大学 | Construction method of submerged pipe resisting tide load |
| CN111472388B (en) * | 2020-04-27 | 2021-10-01 | 广西路桥工程集团有限公司 | Method for monitoring crack between joints of assembly type pipe gallery and predicting maximum crack width |
| CN112861212B (en) * | 2021-01-08 | 2022-07-05 | 青岛理工大学 | Coastal silt highway subgrade load determination method and construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000009438A (en) * | 1998-06-19 | 2000-01-14 | Mitsubishi Heavy Ind Ltd | Method for laying optical fiber sensors for measuring circumferential distortion on tunnel wall surface |
| CN103321656A (en) * | 2013-07-11 | 2013-09-25 | 西南交通大学 | Shield tunnel pipe piece designing method taking double-liquid synchronous grouting layer performance degradation into consideration |
| CN105760622A (en) * | 2016-03-16 | 2016-07-13 | 上海市城市建设设计研究总院 | Soil spring design method of shield tunnel beam-spring model and calculation model |
-
2016
- 2016-11-28 CN CN201611062394.9A patent/CN106682267B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000009438A (en) * | 1998-06-19 | 2000-01-14 | Mitsubishi Heavy Ind Ltd | Method for laying optical fiber sensors for measuring circumferential distortion on tunnel wall surface |
| CN103321656A (en) * | 2013-07-11 | 2013-09-25 | 西南交通大学 | Shield tunnel pipe piece designing method taking double-liquid synchronous grouting layer performance degradation into consideration |
| CN105760622A (en) * | 2016-03-16 | 2016-07-13 | 上海市城市建设设计研究总院 | Soil spring design method of shield tunnel beam-spring model and calculation model |
Non-Patent Citations (3)
| Title |
|---|
| Closed-Form Solutions for a Circular Tunnel in Elastic-Brittle-Plastic Ground with the Original and Generalized Hoek–Brown Failure Criteria;Ran Chen et al;《Rock Mechanics and Rock Engineering》;20110331;第44卷(第2期);第169-178页 * |
| 深埋曲线钢顶管受力特性现场监测试验研究;张鹏 等;《岩土工程学报》;20161031;第38卷(第10期);第1842-1848页 * |
| 甬江沉管隧道长期沉降监测数据及有限元分析;谢雄耀 等;《岩土力学》;20140831;第35卷(第8期);第2314-2323页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106682267A (en) | 2017-05-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Stanier et al. | Improved image-based deformation measurement for geotechnical applications | |
| Tan et al. | Measured performance of a 26 m deep top-down excavation in downtown Shanghai | |
| CN106682267B (en) | The calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load | |
| Chen et al. | Large-scale experimental investigation of the installation of suction caissons in silt sand | |
| Simanjuntak et al. | Pressure tunnels in non-uniform in situ stress conditions | |
| Dong et al. | Advanced finite element analysis of a complex deep excavation case history in Shanghai | |
| CN103437318B (en) | The settlement after construction computational prediction method of floated sea wall | |
| Xu et al. | Nonlinear analysis of single reinforced concrete piles subjected to lateral loading | |
| CN110245426B (en) | Finite element refined simulation method for pipe gallery structure pipe jacking construction | |
| Jiang et al. | Analytical solution for the response of lined trapezoidal canals under soil frost action | |
| Zhuang et al. | Evaluation of vacuum preloading with vertical drains as a soft soil improvement measure | |
| CN110991009B (en) | Method for determining stress deformation of buried pipeline by soil body loss below pipeline | |
| Volant et al. | An archaeo-seismological study of the Nîmes Roman aqueduct, France: indirect evidence for an M> 6 seismic event? | |
| Huang et al. | Collapse mode of rock mass induced by a concealed karst cave above a deep cavity | |
| CN116796396A (en) | Analysis method for deformation of underlying tunnel caused by foundation pit excavation and precipitation | |
| CN106436785B (en) | Insuring highway' slope back-pressure reversed construction method and its structure | |
| SUN et al. | The effect of initial water content on the consolidation of dredged slurry under vacuum preloading | |
| Chen et al. | Soil arching effect associated with ground movement and stress transfer adjacent to braced excavation in clayey ground | |
| CN104850730A (en) | Numerical analysis method of single-pile horizontal bearing character of seasonally frozen soil region | |
| Li et al. | Computer Simulation of Sequential Impoundment Process of Concrete-faced Rockfill Dam. | |
| Wei et al. | A theoretical model for the circumferential strain of immersed tunnel elements under tidal load | |
| Ma et al. | Settlement prediction and behaviour of pile foundations in deep clayey soil deposits | |
| CN111985021B (en) | Safety analysis method for fluid-solid coupling of all-over joints of shield excavation surface | |
| Zhang et al. | Effects of Large-Scale Twin Tunnel Excavation on an Existing Pile Group: Three-Dimensional Centrifuge Modeling | |
| Wang et al. | Deformation analysis for an immersed tunnel considering cyclic degradation of substratum soil |
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 | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230719 Address after: 310015 No. 50 Huzhou Street, Hangzhou City, Zhejiang Province Patentee after: HANGZHOU City University Address before: 310015 No. 50 Huzhou Street, Hangzhou City, Zhejiang Province Patentee before: Zhejiang University City College |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230810 Address after: 230000 B-2704, wo Yuan Garden, 81 Ganquan Road, Shushan District, Hefei, Anhui. Patentee after: HEFEI LONGZHI ELECTROMECHANICAL TECHNOLOGY Co.,Ltd. Address before: 230000 floor 1, building 2, phase I, e-commerce Park, Jinggang Road, Shushan Economic Development Zone, Hefei City, Anhui Province Patentee before: Dragon totem Technology (Hefei) Co.,Ltd. Effective date of registration: 20230810 Address after: 230000 floor 1, building 2, phase I, e-commerce Park, Jinggang Road, Shushan Economic Development Zone, Hefei City, Anhui Province Patentee after: Dragon totem Technology (Hefei) Co.,Ltd. Address before: 310015 No. 50 Huzhou Street, Hangzhou City, Zhejiang Province Patentee before: HANGZHOU City University |