CN102620992B - Loading system and method for simulating soil pressure in test room - Google Patents
Loading system and method for simulating soil pressure in test room Download PDFInfo
- Publication number
- CN102620992B CN102620992B CN201210096782.4A CN201210096782A CN102620992B CN 102620992 B CN102620992 B CN 102620992B CN 201210096782 A CN201210096782 A CN 201210096782A CN 102620992 B CN102620992 B CN 102620992B
- Authority
- CN
- China
- Prior art keywords
- loading
- soil
- pressure
- test
- actuator
- 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
- 239000002689 soil Substances 0.000 title claims abstract description 159
- 238000011068 loading method Methods 0.000 title claims abstract description 127
- 238000012360 testing method Methods 0.000 title claims abstract description 87
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000004088 simulation Methods 0.000 claims abstract description 20
- 238000009434 installation Methods 0.000 claims abstract description 6
- 230000006378 damage Effects 0.000 claims description 10
- 230000005540 biological transmission Effects 0.000 claims description 6
- 210000003127 knee Anatomy 0.000 claims description 3
- 101150054854 POU1F1 gene Proteins 0.000 description 5
- 230000005484 gravity Effects 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Images
Landscapes
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention provides a loading system for simulating soil pressure in a test room. The loading system is arranged in a test pit, and test soil is arranged in the test pit. The loading system comprises loading actuators, wherein each loading actuator is arranged on an actuator installation base; the actuator installation base is arranged on a wall of the test pit; a plurality of layers of loading actuators are distributed along the vertical direction; a plurality of loading actuators are uniformly distributed on each layer along the horizontal direction; the other end of each loading actuator is connected with the front side of a horizontal loading beam which can move forwards and backwards through a dowel bar; a plurality of layers of horizontal loading beams are distributed along the vertical direction to form a soil pressure loading surface; the number of layers of the horizontal loading beams is equal to the number of layers of the loading actuators; and the test soil is arranged behind the horizontal loading beams. The invention also provides a method for simulating the soil pressure by using the loading system. By adoption of the loading system and the method, simulation of soil media which are stacked in a large scale can be realized.
Description
Technical field
What the present invention relates to is loading system and the analogy method that in testing laboratory, the native medium to vast scale preloading carries out level and come to loading the pressure layer distributed situation of native medium in simulating reality.
Background technology
In the process of civil engineering construction, usually to study the pressure distribution in native medium, in many engineerings, need the problem of solution all relevant with the pressure distribution in soil layer, such as stability of slope problem, mutual effect of the pile and soil problem and bearing capacity of pile foundation problem etc.But at present common research means is for to study by small-scale model test, but in the time there is native medium in the object of simulation, gravity becomes a physical quantity that is relatively difficult to simulation, and gravity is Fundamentals that cause the soil body and structure stress deformation and failure, its consolidation settlement, soil lateral pressure to structure etc. are all directly produced by gravity.This is difficult to simulation in the model test of small scale, and this just needs the native medium of vast scale as subjects, and vast scale rock-soil layer load application is carried out to soil pressure simulation.
At present domesticly load the commonly model test of small scale about soil pressure and load soil pressure, there is not yet vast scale rock soil medium is carried out to soil pressure simulation loading.
Summary of the invention
The technical problem to be solved in the present invention is to provide loading system and an analogy method that is enclosed within the native medium to vast scale preloading in testing laboratory and carries out level and come to loading the pressure layer distributed situation in native medium in simulating reality.
In order to address the above problem, the invention provides the loading system of in a kind of testing laboratory, soil pressure being simulated, described loading system is arranged in a test pit, in described test pit, be provided with test soil, described loading system comprises loading actuator, one end of described loading actuator is arranged in actuator mounting seat, described actuator mounting seat is arranged on the wall of described test pit, vertically Multi-layers distributing of described loading actuator, every layer loads actuator is that along continuous straight runs is equally distributed multiple, the other end of described loading actuator is connected with the rear side of the horizontal loading beam that can seesaw by transmission rod, described horizontal loading beam vertically Multi-layers distributing forms soil pressure loading surface, the number of plies of described horizontal loading beam is identical with the number of plies that loads actuator, all corresponding with the each soil layer in test soil, the front of described horizontal loading beam is described test soil.
Preferably, described test pit is a rectangle test pit, and described actuator mounting seat is arranged on the minor face wall of described test pit.
Preferably, also comprise that chute is installed in side and chute is installed in bottom surface, described soil pressure loading surface can be installed along side by chute and bottom surface installation chute seesaws.
Preferably, also comprise guide piece, described guide piece is arranged on the rear side of horizontal loading beam, and described guide piece comprises guide rail and orienting lug, described orienting lug and guide rail relative sliding.
Preferably, the rear of described horizontal loading beam is provided with body of wall with holes, and described transmission rod is connected with horizontal loading beam through body of wall with holes.
The present invention also provides the loading method of in a kind of testing laboratory, passive earth pressure being simulated, and it comprises the following steps:
1) the test soil that preloading need to be simulated in test pit, in preloading process, guarantees that the position of soil pressure loading surface is not promoted by test soil;
2) after described test mound has carried, on a soil layer of needs simulation, pressure transducer is set, the loading actuator that described soil layer is corresponding increases load gradually, loading beam that described soil layer is corresponding is travelled forward and promote described soil layer, until the distortion of described soil layer is excessive and destroy;
3) passive earth pressure while obtaining this soil layer destruction by described pressure transducer;
4) return to step 1), repeating step 1) to 3), obtain the passive earth pressure while needing another soil layer of simulation to destroy.
Preferably, in step 1), described soil pressure loading surface rear is provided with bracket and knee wall, and soil pressure loading surface is provided support, and is not promoted by test soil with the position that guarantees soil pressure loading surface.
Preferably, in step 1), in preloading process, the load that loads actuator by increasing gradually is not promoted by test soil with the position that guarantees soil pressure loading surface.
The present invention also provides the loading method of in a kind of testing laboratory, active earth pressure being simulated, and it comprises the following steps:
1) will load actuator and release certain distance, the test soil that then progressively preloading need to be simulated in test pit, in preloading process, increases gradually each layer of load that loads actuator and is not promoted by soil layer with the position that guarantees soil pressure loading surface;
2) after described test mound has carried, on a soil layer of needs simulation, pressure transducer is set, the loading actuator that described soil layer is corresponding reduces load gradually, and the loading beam that described soil layer is corresponding is promoted backward by described soil layer, destroys until the distortion of described soil layer is excessive;
3) active earth pressure while obtaining this soil layer destruction by described pressure transducer;
4) return to step 1), repeating step 1) to 3), obtain the active earth pressure while needing another soil layer of simulation to destroy.
The loading system of in testing laboratory provided by the invention, soil pressure being simulated and analogy method, using the native medium of vast scale as subjects, and vast scale rock-soil layer load application is simulated, can obtain passive earth pressure and the active earth pressure of each soil layer in test soil, its analog result is the truth of soil layer pressure in vast scale soil medium in reality more.
Accompanying drawing explanation
Fig. 1 is the perspective view of loading system of the present invention.
Fig. 2 is the vertical view of Fig. 1.
Fig. 3 is that the present invention removes the system side view after test pit body of wall.
Fig. 4 is that the present invention does not place dock structure and when soil test is cut the axonometric drawing after the body of wall of side open.
Fig. 5 is the schematic diagram of guide piece in the present invention.
Fig. 6 is the structural representation that the present invention includes the loading system of body of wall with holes.
Embodiment
As Fig. 1, Fig. 2, the loading system of in testing laboratory shown in Fig. 3 and Fig. 4, soil pressure being simulated, this loading system is arranged on a long 15m, wide 10m, in the rectangle test pit 1 of dark 7m, in rectangle test pit 1, be provided with test soil 2, loading system comprises loading actuator 3, be used for imposed load, the one end that loads actuator 3 is arranged in actuator mounting seat 4, actuator mounting seat 4 is arranged on the minor face wall of rectangle test pit 1, load vertically Multi-layers distributing of actuator 3, being used for the soil pressure of each soil layer in simulation test soil distributes, every layer loads actuator is that along continuous straight runs is equally distributed multiple, the other end that loads actuator 3 is connected with the rear side of the horizontal loading beam 6 that can seesaw by transmission rod 5, horizontal loading beam 6 vertically Multi-layers distributing forms soil pressure loading surface 7, the number of plies of horizontal loading beam 6 is identical with the number of plies that loads actuator 3, all corresponding with the each soil layer in test soil 2, the front of horizontal loading beam 6 is test soil 2.
More preferably, as shown in Figure 6, the rear of the horizontal loading beam 6 of this system is provided with body of wall 14 with holes, and transmission rod 5 is connected with horizontal loading beam 6 through body of wall 14 with holes, and the water that body of wall 14 with holes can intercept in test pit 1 enters actuator region.
The passive earth pressure that if the pressure being subject to due to each soil layer of test in soil is greater than it while destroying, this soil layer will produce destruction, therefore test the pressure size of the soil layer of lab simulation, passive earth pressure can not exceed its destruction time, therefore the passive earth pressure when maximum load ability of every layer of loading actuator can be destroyed according to every layer of soil layer calculates.
This loading system also comprises that chute 8 is installed in side and chute 9 is installed on ground, in the time that loading system is worked, soil pressure loading surface 7 can be installed along side by chute 8 and bottom surface installation chute 9 seesaws, and to test soil 2 load applications in loading beam 6 fronts, carrys out the soil pressure that the each soil layer of simulated field is subject to.
As shown in Figure 1, Figure 2 with shown in Fig. 5, for guaranteeing that the loading beam 6 of Multi-layer design is in the process seesawing, between levels, loading beam 6 can not rotate and be offset because of unbalance stress, at the rear side installation and guide device 10 of loading beam 6, guide piece 10 comprises guide rail 11 and orienting lug 12, orienting lug 12 and guide rail 11 relative slidings.
Utilize above loading system, the present invention also provides the loading method of in a kind of testing laboratory, passive earth pressure being simulated, and it comprises the following steps:
1) the test soil 2 that need to simulate in the interior preloading of test pit 1, in preloading process, soil pressure loading surface 7 rears are provided with bracket and knee wall 15, and soil pressure loading surface 7 is provided support, and are not promoted by test soil 2 with the position that guarantees soil pressure loading surface 7; Or the load that loads actuator 3 by increasing gradually is not promoted by test soil 2 with the position that guarantees soil pressure loading surface 7;
2) after native 2 preloadings of test complete, on a soil layer of needs simulation, pressure transducer is set, the loading actuator 3 that this soil layer is corresponding increases load gradually, loading beam 6 that this soil layer is corresponding is travelled forward and promote this soil layer, destroy until this soil layer distortion is excessive, in this process, the power that soil pressure loading surface 7 produces this soil layer is exactly the passive earth pressure of this soil layer;
3) passive earth pressure while obtaining this soil layer destruction by above-mentioned pressure transducer;
4) return to step 1), repeating step 1) to 3), obtain the passive earth pressure while needing another soil layer of simulation to destroy.
By above method, can obtain the passive earth pressure of each soil layer in test soil, and according to the displacement of loading beam corresponding to each soil layer, obtain the deflection of each soil layer, and then study the relation between passive earth pressure and the soil layer deflection of each soil layer.
Utilize above loading system, the present invention also provides the loading method of in a kind of testing laboratory, active earth pressure being simulated, and it comprises the following steps:
1) will load actuator and release certain distance, the each layer of distance that loading beam can retreat when this distance must guarantee each soil layer destruction, then the 1 test soil 2 that progressively preloading need to be simulated in test pit, in preloading process, because each soil layer increases gradually to the pressure of each layer of loading beam 6, do not promoted by soil layer with the position that guarantees soil pressure loading surface 7 so need increase gradually each layer of load that loads actuator 3;
2) after native 2 preloadings of test complete, on a soil layer of needs simulation, pressure transducer is set, the loading actuator 3 that this soil layer is corresponding reduces load gradually, the loading beam 6 that this soil layer is corresponding is promoted backward by this soil layer, destroy until this soil layer distortion is excessive, in this process, the power that this soil layer produces soil pressure loading surface 7 is exactly the active earth pressure of this soil layer;
3) active earth pressure while obtaining this soil layer destruction by above-mentioned pressure transducer;
4) return to step 1), repeating step 1) to 3), obtain the active earth pressure while needing another soil layer of simulation to destroy.
By above method, the active earth pressure can obtain each soil layer destruction time, is relevant research project service.
As shown in Figure 1, be the pressure distribution of each soil layer in the test soil at research dock structure 13 places, and then can obtain load and the impact of each soil layer on dock structure.
Claims (9)
1. the loading system of in a testing laboratory, soil pressure being simulated, described loading system is arranged in a test pit (1), in described test pit (1), be provided with test soil (2), it is characterized in that: described loading system comprises loading actuator (3), one end of described loading actuator (3) is arranged in actuator mounting seat (4), described actuator mounting seat (4) is arranged on the wall of described test pit (1), vertically Multi-layers distributing of described loading actuator (3), every layer loads actuator is that along continuous straight runs is equally distributed multiple, the other end of described loading actuator (3) is connected with the rear side of the horizontal loading beam (6) that can seesaw by transmission rod (5), described horizontal loading beam (6) vertically Multi-layers distributing forms soil pressure loading surface (7), the number of plies of described horizontal loading beam (6) is identical with the number of plies that loads actuator (3), all corresponding with the each soil layer in test soil (2), the front of described horizontal loading beam (6) contacts with described test soil (2).
2. the loading system of in testing laboratory according to claim 1, soil pressure being simulated, is characterized in that: described test pit (1) is a rectangle test pit, and described actuator mounting seat (4) is arranged on the minor face wall of described test pit (1).
3. the loading system of in testing laboratory according to claim 1, soil pressure being simulated, it is characterized in that: also comprise that chute (8) is installed in side and chute (9) is installed in bottom surface, described soil pressure loading surface (7) can be installed along side by chute (8) and bottom surface installation chute (9) seesaws.
4. the loading system of in testing laboratory according to claim 1, soil pressure being simulated, it is characterized in that: also comprise guide piece (10), described guide piece (10) is arranged on the rear side of horizontal loading beam (6), described guide piece (10) comprises guide rail (11) and orienting lug (12), described orienting lug (12) and guide rail (11) relative sliding.
5. the loading system of in testing laboratory according to claim 1, soil pressure being simulated, it is characterized in that: the rear of described horizontal loading beam (6) is provided with body of wall with holes (14), described transmission rod (5) is connected with horizontal loading beam (6) through body of wall with holes (14).
6. the loading method that the loading system of in testing laboratory claimed in claim 1, soil pressure being simulated is simulated passive earth pressure, is characterized in that comprising the following steps:
1) the test soil (2) that preloading need to be simulated in test pit (1), in preloading process, guarantees that the position of soil pressure loading surface (7) is not promoted by test soil;
2) after (2) preloading of described test soil completes, on a soil layer of needs simulation, pressure transducer is set, the loading actuator (3) that described soil layer is corresponding increases load gradually, the loading beam that described soil layer is corresponding (6) is travelled forward and promote described soil layer, destroy until the distortion of described soil layer is excessive;
3) passive earth pressure while obtaining described soil layer destruction by described pressure transducer;
4) return to step 1), repeating step 1) to 3), obtain the passive earth pressure while needing another soil layer of simulation to destroy.
7. the loading method that passive earth pressure is simulated according to claim 6, it is characterized in that: in step 1), described soil pressure loading surface (7) rear is provided with bracket and knee wall (15), soil pressure loading surface (7) is provided support, do not promoted by test soil (2) with the position that guarantees soil pressure loading surface (7).
8. the loading method that passive earth pressure is simulated according to claim 6, it is characterized in that: in step 1), in preloading process, the load that loads actuator (3) by increasing gradually is not promoted by test soil (2) with the position that guarantees soil pressure loading surface (7).
9. the loading method that the loading system of in testing laboratory claimed in claim 1, soil pressure being simulated is simulated active earth pressure, is characterized in that comprising the following steps:
1) will load actuator (3) and release certain distance, then (1) test soil (2) that progressively preloading need to be simulated in test pit, in preloading process, increase gradually each layer of load that loads actuator (3) and do not promoted by soil layer with the position that guarantees soil pressure loading surface (7);
2) after (2) preloading of described test soil completes, on a soil layer of needs simulation, pressure transducer is set, the loading actuator (3) that described soil layer is corresponding reduces load gradually, the loading beam that described soil layer is corresponding (6) is promoted backward by described soil layer, destroy until the distortion of described soil layer is excessive;
3) active earth pressure while obtaining described soil layer destruction by described pressure transducer;
4) return to step 1), repeating step 1) to 3), obtain the active earth pressure while needing another soil layer of simulation to destroy.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210096782.4A CN102620992B (en) | 2012-04-01 | 2012-04-01 | Loading system and method for simulating soil pressure in test room |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210096782.4A CN102620992B (en) | 2012-04-01 | 2012-04-01 | Loading system and method for simulating soil pressure in test room |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102620992A CN102620992A (en) | 2012-08-01 |
| CN102620992B true CN102620992B (en) | 2014-06-18 |
Family
ID=46561040
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210096782.4A Active CN102620992B (en) | 2012-04-01 | 2012-04-01 | Loading system and method for simulating soil pressure in test room |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102620992B (en) |
Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102928213B (en) * | 2012-10-26 | 2015-02-18 | 重庆交通大学 | Wharf structure anti-fatigue test system and test method |
| CN103592144A (en) * | 2013-10-29 | 2014-02-19 | 无锡市海航电液伺服***有限公司 | Deepwater port wharf horizontal stress load simulation device |
| CN103590362A (en) * | 2013-10-29 | 2014-02-19 | 无锡市海航电液伺服***有限公司 | Stress simulation system for wharves of deepwater ports |
| CN103590360A (en) * | 2013-10-29 | 2014-02-19 | 无锡市海航电液伺服***有限公司 | Vertical stress simulation loading device for wharves of deepwater ports |
| CN103590361A (en) * | 2013-10-29 | 2014-02-19 | 无锡市海航电液伺服***有限公司 | Soil pressure simulation loading device for wharves of deepwater ports |
| CN104181044B (en) * | 2014-07-31 | 2018-01-02 | 宁波市市政设施景观建设有限公司 | A kind of horizontal load-bearing body soil pressure measurement test method |
| CN107561246B (en) * | 2017-09-29 | 2020-07-14 | 中冶交通建设集团有限公司 | Landslide model test device |
| CN108362566A (en) * | 2018-01-05 | 2018-08-03 | 南方科技大学 | A kind of high throughput creep test device load loading system and compression creep equipment |
| CN109540666B (en) * | 2018-11-06 | 2021-04-30 | 宁波用躬科技有限公司 | Simulation loading system and method for actual loading characteristics of segments by soil layer |
| CN111982655A (en) * | 2020-08-27 | 2020-11-24 | 无锡市政设计研究院有限公司 | Experimental device and method for testing mechanical characteristics of rock and soil mass under dynamic load and static load effects |
| CN112781977A (en) * | 2021-01-27 | 2021-05-11 | 武汉理工大学 | Counter force type laminated shearing model box |
| CN113140149B (en) * | 2021-05-21 | 2023-01-13 | 淮阴工学院 | Retaining wall soil indoor test model device and installation method thereof |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4662213A (en) * | 1986-02-03 | 1987-05-05 | Iowa State University Research Foundation, Inc. | Back pressured pneumatic pressure cell |
| CN101127169A (en) * | 2007-09-24 | 2008-02-20 | 浙江大学 | Soil mass positive and passive destruction demonstrator |
| CN201060186Y (en) * | 2007-07-03 | 2008-05-14 | 浙江大学 | Foundation and slope engineering model testing platform |
| CN201266124Y (en) * | 2008-08-18 | 2009-07-01 | 山东大学 | Self-balancing type true three-dimensional loading model testing bench frame with sliding wall |
| CN101504334A (en) * | 2009-02-26 | 2009-08-12 | 中铁二院工程集团有限责任公司 | Earth arch test apparatus |
| CN201297175Y (en) * | 2008-11-11 | 2009-08-26 | 西南交通大学 | Soil pressure balancing-type shield construction process simulating tester |
| CN202075920U (en) * | 2011-06-08 | 2011-12-14 | 河海大学 | Soil pressure model testing device of retaining wall |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100449533B1 (en) * | 2002-08-12 | 2004-09-22 | 이은혜 | The educational model test apparatus to observe mechanical behaviour of soil structure |
-
2012
- 2012-04-01 CN CN201210096782.4A patent/CN102620992B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4662213A (en) * | 1986-02-03 | 1987-05-05 | Iowa State University Research Foundation, Inc. | Back pressured pneumatic pressure cell |
| CN201060186Y (en) * | 2007-07-03 | 2008-05-14 | 浙江大学 | Foundation and slope engineering model testing platform |
| CN101127169A (en) * | 2007-09-24 | 2008-02-20 | 浙江大学 | Soil mass positive and passive destruction demonstrator |
| CN201266124Y (en) * | 2008-08-18 | 2009-07-01 | 山东大学 | Self-balancing type true three-dimensional loading model testing bench frame with sliding wall |
| CN201297175Y (en) * | 2008-11-11 | 2009-08-26 | 西南交通大学 | Soil pressure balancing-type shield construction process simulating tester |
| CN101504334A (en) * | 2009-02-26 | 2009-08-12 | 中铁二院工程集团有限责任公司 | Earth arch test apparatus |
| CN202075920U (en) * | 2011-06-08 | 2011-12-14 | 河海大学 | Soil pressure model testing device of retaining wall |
Non-Patent Citations (4)
| Title |
|---|
| 刚性挡土墙主动压力的试验研究;周应英 等;《岩土工程学报》;19900331;第12卷(第2期);19-26页 * |
| 刚性挡墙被动土压力模型试验研究;徐日庆 等;《岩土工程学报》;20020930;第24卷(第5期);569-575页 * |
| 周应英 等.刚性挡土墙主动压力的试验研究.《岩土工程学报》.1990,第12卷(第2期),19-26页. |
| 徐日庆 等.刚性挡墙被动土压力模型试验研究.《岩土工程学报》.2002,第24卷(第5期),569-575页. |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102620992A (en) | 2012-08-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102620992B (en) | Loading system and method for simulating soil pressure in test room | |
| CN113267613B (en) | Experimental system for simulating fault creep and stick-slip staggered tunnel structure | |
| Ko et al. | Hydraulic experiments on impact forces from tsunami-driven debris | |
| CN107132034B (en) | A kind of underground structure pseudo static testing device and method | |
| CN102799713B (en) | Numerical simulation method for hydraulic fracture of core wall of rock-fill dam | |
| Khari et al. | An experimental study on pile spacing effects under lateral loading in sand | |
| KR102411037B1 (en) | Real-scale landslide simulator for earthquake reproduction | |
| Qu et al. | A flexible various-scale approach for soil-structure interaction and its application in seismic damage analysis of the underground structure of nuclear power plants | |
| Shin et al. | Numerical simulation and shaking table test of geotextile bag retaining wall structure | |
| CN104834830A (en) | Liquefiable ground inclined straight alternating pile group-soil-structural numerical calculation model | |
| Zhang et al. | Seismic performance assessment and potential failure modes of intake towers | |
| Shukla et al. | A dynamic behavioral study of 25 storey building with piled raft foundation with variable subsoil | |
| CN102620991B (en) | Multilayer loading beam waterproof structure capable of moving relatively | |
| Haghighy | Improving the Bearing capacity of foundations using micropiles | |
| Suro et al. | Pile spacing optimization of short piled raft foundation system for obtaining minimum settlement on peat | |
| Thambiratnam et al. | Dynamic response of a rollover protective structure | |
| CN102607942B (en) | Multi-layer mobile loading beam with waterproof structure | |
| Obrzud et al. | Large scale 3D numerical simulations of deep excavations in urban areas-constitutive aspects and optimization | |
| Shamy et al. | Numerical simulation of the seismic response of gravity retaining walls | |
| Pratesi et al. | Seismic pounding mitigation of a modern heritage R/C bell tower | |
| Basarah et al. | Numerical modeling of higher mode effects of adjacent tall buildings on seismic response of a tunnel | |
| CN205558913U (en) | Monitoring system for stratum warp during shield constructed construction | |
| Yongbing et al. | Stability Analysis of Shallow and Bias Loess Tunnel Based on Finite Difference Method | |
| Hashmi et al. | Modeling and Design of High-Rise Statue of Lard Shree Ram using Staad-Pro Software | |
| Haldar et al. | Response of strip foundation on spatially random elastic foundation under variable column loads |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| ASS | Succession or assignment of patent right |
Owner name: CHINA CONSTRUCTION THIRD ENGINEERING DIVISION CO., Effective date: 20120712 |
|
| C41 | Transfer of patent application or patent right or utility model | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20120712 Address after: 200032 Shanghai city Xuhui District Zhaojiabang Road No. 829 Applicant after: Shanghai Third Harbor Engineering Science Technology Research Institute Co., Ltd., China Communications Construction Group Co-applicant after: China Construction Third Engineering Division Co., Ltd. Address before: 200032 Shanghai city Xuhui District Zhaojiabang Road No. 829 Applicant before: Shanghai Third Harbor Engineering Science Technology Research Institute Co., Ltd., China Communications Construction Group |
|
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |