WO2011022932A1 - 基床系数试验测试方法及装置 - Google Patents
基床系数试验测试方法及装置 Download PDFInfo
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- WO2011022932A1 WO2011022932A1 PCT/CN2010/001125 CN2010001125W WO2011022932A1 WO 2011022932 A1 WO2011022932 A1 WO 2011022932A1 CN 2010001125 W CN2010001125 W CN 2010001125W WO 2011022932 A1 WO2011022932 A1 WO 2011022932A1
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- pressure
- plate
- sample
- test
- load
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
Definitions
- the invention relates to the technical field of geotechnical measurement, in particular to a test method and device for testing a bed coefficient.
- the bed coefficient is a key parameter of the Winkler foundation model.
- the current standard method for determining bedline coefficients is in situ Ka. Load test, there is no standard test method for determining the bed factor in the room. Only in the "Railway, Rail Traffic Rock Engineering Investigation" specification, it is proposed that the three-axis test and the consolidation test method can be used to determine the bed coefficient, but there is no specific experimental method standard and evaluation method. There are many uncertain factors in the actual operation. Hard to implement. Through the practical application of the Yangtze River Tunnel and the Tianjin Metro, the measured values are 5-10 times different from the standard values. The experimental boundary conditions of the two methods are K3. The load tests differ greatly, and the measured values are ⁇ 3. There is no answer to how the standard values are related.
- the load test is a standard method for determining the foundation soil bed coefficient and foundation bearing capacity. There is no standard method for determining the bed coefficient in the indoor room, and the foundation bearing capacity is also calculated by measuring the physical and mechanical properties of the foundation soil. Method and apparatus.
- the object of the invention is to develop a test instrument which is simple in structure and effective in indoors.
- a test method for the test of the bed coefficient the steps of which are as follows:
- Each level of load is 1 ' , 2 ' , 5 ' , 10 ' , 30 ' , lh , 2h , 3h ...,
- the value of the axial deformation under the corresponding load is recorded.
- the increment of the deformation per hour is less than 0.01 mm, the stability is determined, and the load of the next stage is applied; or the deformation is not more than 0. 1 mm as the stability standard.
- the coefficient of apparent bed and apparent bearing capacity of the foundation are determined.
- the increment of deformation per hour is less than 0.01 mm
- the slope of the regression line at each point before the plastic load is taken as the bed coefficient.
- a bed test test device comprises: a pressure chamber 2, a cylindrical latex film 17 is adhered in the inner cavity of the pressure chamber 2, and a lower water permeable plate 14 is arranged on the base of the inner chamber of the pressure chamber 2 from bottom to top.
- the sample 9 and the upper permeable plate assembly are connected with an outer pressure plate 16 on the upper permeable ring plate 15 of the upper permeable plate assembly, and an inner pressure plate 21 is connected to the upper permeable inner plate 20, and the outer pressure plate 16 is sleeved outside the inner pressure plate 21, and the outer pressure plate
- the force transmission sleeve of 16 is sleeved with a flange 22, the flange 22 and the pressure chamber 2 are bolted, and the flange 22 is also provided with a support bolt 23 and an outer pressure plate 16; the pressure chamber 2 has a slot in the base.
- the outlet is provided with an outlet pipe 10, and the outlet pipe 10 is provided with a three-way valve 24, the 24-way valve 24-end is connected to the pressure sensor 11 through a pipe, and the other end of the three-way valve 24 is connected to a lower drainage branch pipe 19; the pressure sensor 11 is passed through a wire and a crucible
- the collector 12 is connected, the collector 12 is connected to the computer control system; the hydraulic chamber volume adjusting cylinder 5 of the lateral pressing device, and the automatic hydraulic controller 6 respectively pass the pipeline, the valve and the pressure
- the chamber 2 is connected to the inner cavity.
- the upper permeable plate assembly comprises: an upper permeable ring plate 15, and an upper permeable ring plate 15 having an upper permeable inner plate 20 therein.
- the lateral pressing device comprises: a hydraulic chamber volume adjusting cylinder 5 connected through a pipe, an inlet valve 13 and a cavity of the pressure chamber 2, and the fully automatic hydraulic controller 6 is connected to the other side of the inner chamber of the pressure chamber 2 through a pipe and a valve.
- the above components can complete the recovery of the self-weight pressure state of the sample soil.
- the bed coefficient test and test device, and the vertical pressurizing device comprises: an inner pressure plate 21 is provided with a partial section pressure plate force transmission column 18, a partial section pressure plate force transmission column 18 top end and pressurization
- the bracket 1 is in contact with each other, and the displacement sensor jig 7 is mounted on the partial section pressure plate transmission force column 18.
- the displacement sensor 8 is provided with displacement sensors 8 on both ends thereof, and the displacement sensor 8 is in contact with the upper surface of the pressure chamber 2; It is connected to the hanging plate 3, and the weight 4 is placed on the hanging plate 3; the displacement sensor 8 is connected to the collector 12 through a wire.
- the inner chamber of the pressure chamber 2 may be a spherical inner chamber, or an inner chamber having a spherical crown at the top and a cylindrical column at the center.
- the method and device for testing the bed coefficient of the present invention have the advantages that the device of the invention has simple structure, convenient use, short test period, and the measured result is in situ A.
- the test results are equivalent, which can more accurately reflect the foundation soil bed coefficient and foundation bearing capacity; the test principle of the method of the invention conforms to the basic theory; from January 2008 to June 2009, three actual verifications, the test results and the standard phase Anastomosis;
- the method for determining the bed coefficient is fast, simple and accurate.
- FIG. 1 is a schematic view showing the structure of a bed test test device.
- the coefficient of the base bed and the apparent bearing capacity of the foundation are determined to be less than 0. 01mm, and the slope of the regression line at each point before the plastic load is determined as the bed coefficient.
- Ka the specification Ka.
- a bed test test device comprises: a pressure chamber 2, a cylindrical latex film 17 is adhered in the inner cavity of the pressure chamber 2, and a lower water permeable plate 14 is arranged on the base of the inner chamber of the pressure chamber 2 from bottom to top.
- the sample 9 and the upper permeable plate assembly are connected with an outer pressure plate 16 on the upper permeable ring plate 15 of the upper permeable plate assembly, and an inner pressure plate 21 is connected to the upper permeable inner plate 20, and the outer pressure plate 16 is sleeved outside the inner pressure plate 21, and the outer pressure plate
- the force transmission sleeve of 16 is sleeved with a flange 22, the flange 22 and the pressure chamber 2 are bolted, and the flange 22 is also provided with a support bolt 23 and an outer pressure plate 16; the pressure chamber 2 has a slot in the base.
- the outlet pipe is provided with an outlet pipe 10, and the outlet pipe 10 is provided with a three-way valve 24, the 24-way valve 24-end is connected to the pressure sensor 11 through a pipe, and the other end of the three-way valve 24 is connected to the lower drainage branch pipe 19; the pressure sensor 11 is passed through the wire and the collection
- the device 12 is connected, the collector 12 is connected to the computer control system; the liquid of the lateral pressing device
- the pressure chamber volume adjusting cylinder 5 and the automatic hydraulic controller 6 are respectively connected through the pipeline, the wide door and the inner chamber of the pressure chamber 2.
- the upper permeable plate assembly comprises: an upper permeable ring plate 15, and an upper water ring plate 15 having an upper permeable inner plate 20 therein.
- the lateral pressing device comprises: a hydraulic chamber volume adjusting cylinder 5 connected through a pipe, an inlet valve 13 and a cavity of the pressure chamber 2, and the fully automatic hydraulic controller 6 is connected to the other side of the inner chamber of the pressure chamber 2 through a pipe and a valve.
- Embodiment 2 The above components can complete the recovery of the self-weight pressure state of the sample soil.
- press 1 ', 2 ', 5', 10', 30', lh, 2h, 3h ⁇ record the axial deformation value under the corresponding load, and read the deformation for 2 minutes. More than 0. lmm is applied as a stable standard to the next level of load until the sample is destroyed;
- a bed test test device comprises: a pressure chamber 2, a cylindrical latex film 17 is adhered in the inner cavity of the pressure chamber 2, and a lower water permeable plate 14 is arranged on the base of the inner chamber of the pressure chamber 2 from bottom to top.
- the sample 9 and the upper permeable plate assembly are connected with an outer pressure plate 16 on the upper permeable ring plate 15 of the upper permeable plate assembly, and an inner pressure plate 21 is connected to the upper permeable inner plate 20, and the outer pressure plate 16 is sleeved outside the inner pressure plate 21, and the outer pressure plate
- the force transmission sleeve of 16 is sleeved with a flange 22, the flange 22 and the pressure chamber 2 are bolted, and the flange 22 is also provided with a support bolt 23 and an outer pressure plate 16; the pressure chamber 2 has a slot in the base.
- the outlet pipe is provided with an outlet pipe 10, and the outlet pipe 10 is provided with a three-way valve 24, the 24-way valve 24-end is connected to the pressure sensor 11 through a pipe, and the other end of the three-way valve 24 is connected to the lower drainage branch pipe 19; the pressure sensor 11 is passed through the wire and the collection
- the device 12 is connected, the collector 12 is connected to the computer control system; the hydraulic chamber volume adjusting cylinder 5 of the lateral pressing device and the fully automatic hydraulic controller 6 are connected to the inner chamber of the pressure chamber 2 through pipes, valves and valves, respectively.
- the upper permeable plate assembly comprises: an upper permeable ring plate 15, and an upper permeable ring plate 15 having an upper permeable inner plate 20 therein.
- the lateral pressing device comprises: a hydraulic chamber volume adjusting cylinder 5 connected through a pipe, a drain valve 13 and a chamber of the pressure chamber 2, and the fully automatic hydraulic controller 6 is connected to the other side of the inner chamber of the pressure chamber 2 through a pipe and a valve.
- the above components can complete the recovery of the self-weight pressure state of the sample soil.
- the bed coefficient test and test device, and the vertical pressurizing device comprises: an inner pressure plate 21 is provided with a partial section pressure plate force transmission column 18, a partial section pressure plate force transmission column 18 top end and pressurization
- the bracket 1 is in contact with each other, and the displacement sensor jig 7 is mounted on the partial section pressure plate transmission force column 18.
- the displacement sensor 8 is provided with displacement sensors 8 on both ends thereof, and the displacement sensor 8 is in contact with the upper surface of the pressure chamber 2; It is connected to the hanging plate 3, and the weight 4 is placed on the hanging plate 3; the displacement sensor 8 is connected to the collector 12 through a wire.
- the data is plotted on the P-S curve, and then the shallow plate load test deformation modulus calculation formula is used to determine the foundation soil bed coefficient and foundation bearing capacity.
- a test method and device for testing a bed coefficient the steps are as follows:
- press 1 ', 2 ', 5 ', 10', 30', lh, 2h, 3h ⁇ record the axial deformation value under the corresponding load, and read the deformation for 2 minutes. More than 0. lmm is applied as a stable standard to the next level of load until the sample is destroyed;
- a bed test test device comprises: a pressure chamber 2, a cylindrical latex film 17 is adhered to the inner cavity of the pressure ⁇ 2, and a lower permeable plate 14 is arranged on the base of the inner chamber of the pressure chamber 2 from bottom to top.
- the sample 9 and the upper permeable plate assembly are connected with an outer pressure plate 16 on the upper permeable ring plate 15 of the upper permeable plate assembly, and an inner pressure plate 21 is connected to the upper permeable inner plate 20, and the outer pressure plate 16 is sleeved outside the inner pressure plate 21, and the outer pressure plate
- the force transmission sleeve of 16 is sleeved with a flange 22, the flange 22 and the pressure chamber 2 are bolted, and the flange 22 is also provided with a support bolt 23 and an outer pressure plate 16; the pressure chamber 2 has a slot in the base.
- An outlet pipe 10 is arranged in the tank, and a three-way valve 24 is arranged on the outlet pipe 10, and the 24-way valve is connected to the pressure sensor 11 through a pipe.
- the other end of the three-way valve 24 is connected to the lower drain branch pipe 19;
- the pressure sensor 11 is connected to the collector 12 through the wire, the collector 12 is connected to the computer control system;
- the hydraulic chamber volume adjusting cylinder of the lateral pressurizing device 5 the automatic hydraulic control
- the device 6 is connected to the inner chamber of the pressure chamber 2 through a pipe, a valve, and a valve.
- the upper permeable plate assembly comprises: an upper permeable ring plate 15, and an upper permeable ring plate 15 having an upper permeable inner plate 20 therein.
- the lateral pressing device comprises: a hydraulic chamber volume adjusting cylinder 5 connected through a pipe, an inlet valve 13 and a cavity of the pressure chamber 2, and the fully automatic hydraulic controller 6 is connected to the other side of the inner chamber of the pressure chamber 2 through a pipe and a valve.
- the second verification test was carried out indoors in January-March, 2009.
- 10 thin-layer earth borrowers were used to make 10 first-grade sludge samples at the Zhanjiang site, and then simulated load tests were carried out indoors. Degree method), consolidation test.
- the test results are shown in the following table:
- the third verification test was carried out in March-July 2009 at the Hualing Tin Steel Group Co., Ltd. North-South Industrial Transfer Relocation Technical Transformation Project, which divided the electric furnace steelmaking, 258 hot rolling zone, bar workshop, and the whole plant. Auxiliary and four divisions of the pipe network.
- the simulated load test is all controlled by equal consolidation degree. The detailed test results are shown in the following table: 258-plate hot rolling zone load test and simulated load test results table and physical index of test soil
- the bed coefficient value is the ratio of pressure to deformation when the settlement is 1. 25 faces.
- the indoor simulated load test uses the equal strain method to control the loading, that is, the deformation per hour does not exceed 0.01, and the next level of load is applied until the test is destroyed. Generally, it takes 7-10 to complete a set of samples. Day, the value of the bed coefficient in the table is the slope of the straight line segment before the plastic load. The comparison test results are equivalent, indicating that the bed coefficient and the in-situ measured by the isostatic strain simulation load test are used indoors. The value is equivalent.
- the second verification test consisted of 9 samples, and the consolidation test was carried out separately. The control was performed by equal consolidation degree (that is, every 2 minutes, the deformation was not more than 0.1 for 2 consecutive 2 minutes). ) Simulated load test. Because the center of the sample is sandwiched by a thin layer of silt silt, the K value measured by the simulated load of the same soil differs greatly from the value of ⁇ 4. 25 ⁇ ⁇ - ⁇ 2 ), but the mathematical mean values of the two are almost the same. This is mainly due to the difference in the samples.
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Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
GB1205190.0A GB2488053B (en) | 2009-08-26 | 2010-07-26 | Testing device for coefficient of subgrade reaction test |
Applications Claiming Priority (4)
Application Number | Priority Date | Filing Date | Title |
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CN2009202276824U CN201497679U (zh) | 2009-08-26 | 2009-08-26 | 基床系数试验测试装置 |
CN200910063740A CN101650286A (zh) | 2009-08-26 | 2009-08-26 | 基床系数试验测试方法 |
CN200920227682.4 | 2009-08-26 | ||
CN200910063740.9 | 2009-08-26 |
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WO2011022932A1 true WO2011022932A1 (zh) | 2011-03-03 |
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Cited By (8)
Publication number | Priority date | Publication date | Assignee | Title |
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CN107132125A (zh) * | 2017-05-19 | 2017-09-05 | 铜陵长江金刚石工具有限责任公司 | 一种斜坡路面载荷测试仪 |
CN107884274A (zh) * | 2017-12-13 | 2018-04-06 | 重庆科技学院 | 土体三类侧向压力值的测试装置及测试方法 |
CN108414364A (zh) * | 2018-02-11 | 2018-08-17 | 河南工业大学 | 一种粮堆测试装置及采用该装置测量粮堆压缩变形和粮堆界面压力的方法 |
CN109778599A (zh) * | 2019-01-29 | 2019-05-21 | 兰州交通大学 | 一种高铁地基泥岩上覆荷载下渗透系数原位智能测定方法 |
CN110941869A (zh) * | 2019-11-27 | 2020-03-31 | 东南大学 | 一种获取路基土地基系数的数值模拟方法 |
CN112198080A (zh) * | 2020-09-30 | 2021-01-08 | 长沙理工大学 | 考虑动载和侧限的快速测量土水特征曲线的装置及方法 |
CN114216595A (zh) * | 2021-11-05 | 2022-03-22 | 中铁四局集团第四工程有限公司 | 一种测定触变泥浆摩阻力的试验装置及方法 |
CN114414117A (zh) * | 2022-01-26 | 2022-04-29 | 合肥市市政设计研究总院有限公司 | 一种适用管幕箱涵顶进的摩阻力测试装置 |
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CN106442152B (zh) * | 2016-09-19 | 2018-10-19 | 南华大学 | 一种随裂纹扩展稳定施加渗透压的试验装置 |
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- 2010-07-26 WO PCT/CN2010/001125 patent/WO2011022932A1/zh active Application Filing
- 2010-07-26 GB GB1205190.0A patent/GB2488053B/en active Active
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CN2175933Y (zh) * | 1993-11-24 | 1994-08-31 | 卢丽莎 | 深基础平板载荷试验仪 |
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Cited By (13)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN107132125A (zh) * | 2017-05-19 | 2017-09-05 | 铜陵长江金刚石工具有限责任公司 | 一种斜坡路面载荷测试仪 |
CN107132125B (zh) * | 2017-05-19 | 2024-04-19 | 铜陵长江金刚石工具股份有限公司 | 一种斜坡路面载荷测试仪 |
CN107884274A (zh) * | 2017-12-13 | 2018-04-06 | 重庆科技学院 | 土体三类侧向压力值的测试装置及测试方法 |
CN108414364B (zh) * | 2018-02-11 | 2023-09-15 | 河南工业大学 | 一种粮堆测试装置及采用该装置测量粮堆压缩变形和粮堆界面压力的方法 |
CN108414364A (zh) * | 2018-02-11 | 2018-08-17 | 河南工业大学 | 一种粮堆测试装置及采用该装置测量粮堆压缩变形和粮堆界面压力的方法 |
CN109778599A (zh) * | 2019-01-29 | 2019-05-21 | 兰州交通大学 | 一种高铁地基泥岩上覆荷载下渗透系数原位智能测定方法 |
CN109778599B (zh) * | 2019-01-29 | 2023-08-22 | 兰州交通大学 | 一种高铁地基泥岩上覆荷载下渗透系数原位智能测定方法 |
CN110941869B (zh) * | 2019-11-27 | 2024-03-22 | 东南大学 | 一种获取路基土地基系数的数值模拟方法 |
CN110941869A (zh) * | 2019-11-27 | 2020-03-31 | 东南大学 | 一种获取路基土地基系数的数值模拟方法 |
CN112198080A (zh) * | 2020-09-30 | 2021-01-08 | 长沙理工大学 | 考虑动载和侧限的快速测量土水特征曲线的装置及方法 |
CN114216595A (zh) * | 2021-11-05 | 2022-03-22 | 中铁四局集团第四工程有限公司 | 一种测定触变泥浆摩阻力的试验装置及方法 |
CN114414117A (zh) * | 2022-01-26 | 2022-04-29 | 合肥市市政设计研究总院有限公司 | 一种适用管幕箱涵顶进的摩阻力测试装置 |
CN114414117B (zh) * | 2022-01-26 | 2024-05-10 | 合肥市市政设计研究总院有限公司 | 一种适用管幕箱涵顶进的摩阻力测试装置 |
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GB2488053B (en) | 2013-07-31 |
GB2488053A (en) | 2012-08-15 |
GB201205190D0 (en) | 2012-05-09 |
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