岩土工程 发展过程 研究方法 经验总结和 个人生活学习工作体会 Geotechnical Engineering - Development, Study Methods, Experience Summary and Personal Experiences in Mainland, Overseas and Hong Kong 殷建华中国香港香港理工大学土木及结构工程系 The Department of Civil & Structural Engineering The Hong Kong Polytechnic University, Hong Kong, China
岩土工程 发展过程 1943 之前 : 土力学前期工作 1943-1980: Terzaghi 经典土力学 1980 之后 : 现代土力学和岩土工程 中国的土力学和岩土工程
1943 之前 : 土力学前期工作 代表 : Charles Augustin Coulomb (1736-1806) Lateral earth pressures, shear strength William John Maquorn Rankine (1820-1872) Lateral earth pressures
William John Maquorn Rankine (1820-1872)
1943-1980: Terzaghi 经典土力学 代表 : Karl von Terzaghi (1883-1963) ( Theoretical Soil Mechanics published 1943) Ralph Peck George Geoffrey Meyerhof Laurits Bjerrum Arthur Casagrande A W Skempton
Terzaghi 太沙基 (1883-1963): 开创了土力学 土力学之父
Peck in Taiwan 1998 在中国台湾 : 与太沙基 (Terzaghi) 一道工作
Meyerhof and his wife in Newfoundland 1993 在加拿大 : 地基和桩基
Dr. Laurits Bjerrum The first director of Norwegian Geotechnical Institute 岩土工程, 蠕变, 边坡渐进破坏
Dr. Arthur Casagrande(1902-1981): The "A" Line index properties Log time method for 固结系数
Professor A.W. Skempton was a well-respected and accomplished professor at Imperial College in the University of London 有效应力和孔压力系数
1980 起 : 现代土力学和岩土工程 代表 : Schofield Raymond Yong Selvadurai Jim Graham Desai
Schofield in Newfoundland, Canada 1993: 剑桥大学, 离心机
Professor Raymond Yong in 1993: McGill 大学, 土的物理化学工程性质
Professor Selvadurai in Hong Kong Polytechnic University 2000: McGill 大学, 工程力学, 结构 / 土相互作用
Professor Jim Graham and YIN Jian-Hua in Niagara Falls, Canada 1989: University of Manitoba, 土力学
Professor Desai and YIN Jian-Hua in Niagara Falls, Canada 1989: University of Arizona, 岩土数值方法 本构与有限元
Niagara Falls, Canada 1989
Dr. Suzanne Lacasse in Hong Kong 2000: Director of Norwegian Geotechnical Institute (Bjerrum), 岩土工程
中国的土力学和岩土工程 代表 : 黄文熙陈宗基钱家欢卢肇钧沈珠江曾国熙袁建新
岩土工程 研究方法 单元体试验研究 : 室内土力学单元试验 现场原位测试得到单元参数
岩土工程 研究方法 数学物理模性研究 : 单元体模性 - 土的力学简单模型和参数 土的力学本构模型和参数边值 / 初值问题模性 - 室内岩土小尺寸物理模型试验 现场全尺寸试验 离心机物理模型试验
岩土工程 研究方法 边值 / 初值问题数值方法和模拟研究 : 有限元 离散元 刚体元 等
岩土工程 研究方法 现场监测和返馈研究 : 边坡监测与预警 等
岩土工程 研究方法 数学物理模性研究 : 单元体模性和 边值 / 初值问题模性
Size (?) of Test Specimen and Physical Model (1) Test Specimen: for elementary behavior 单元体模性 5 to 6 times of the maximum soil particle size ( the rule of thumb - 經騐法則 ) (2) Physical model: for solving a boundary/initial value problem 边值 / 初值问题模性 full size, size cut-off if no or small influence, small size (e.g. centrifuge modeling) with main physical parameters similar, or small size for special purposes
(1)33 Stress Equilibrium Equations (2)66 Strain Displace. Compatibility Equations 6 more equations are needed:
(3) 6 Constitutive Equations (Elemental( Behavior) Boundary (+initial) conditions All above are needed to solve a Boundary Value Problem
Small Specimens for Elemental Behaviour UU tests, CU tests, CD tests Effective stress principle: σ ' τ = σ u Mohr-Coulomb Failure Criterion: ' ' f= c + σ n Shear modulus G Bulk modulus K ' tanφ Stress and strain in a specimen (element) shall be uniform
Soil nail pullout testing study 600mm Soil Sample 700mm 570mm Slope
岩土工程 研究方法 单元体试验研究 : 室内土力学单元试验 现场原位测试得到单元参数
Types of tests & special or advanced soil lab testing systems : Oedometor tests dead weight/crsn Conventional triaxial tests A A new Double Cell Triaxial System (DCTS) A A computer-controlled controlled GDS triaxial system A A new Hollow Cylinder Apparatus (HCA) A A new Truly Triaxial System (TTS) A A large-size direct shear box (LDSB)
Conventional soil lab testing systems in PolyU: Oedometer tests dead weight tests and Constant Rate of Strain (CRSN) tests - for measurement of the compressibility, coefficient of consolidation, and creep of soil specimen one variable (vertical stress) - vertical compression only (1-D D straining)
C c C αe C r Vertical strain (in %) vs. log (stress) with loading, unloading and reloading from conventional multi-stage oedometer test on a marine clay
0 5 0.6 %/hr Axial Strain (%) 10 15 20 25 0.06 %/hr From Oedometer Test 30 denotes σ' p 35 0.1 1 10 100 1000 Effective Vertical Stress (Log Scale), σ z ' (kpa) Vertical strain vs. log(stress) with loading from step-changed constant rate of strain (CRSN) test on a natural marine clay
Conventional soil lab testing systems in PolyU: Triaxial tests Unconsolidated Undrained test (UU), Consolidated Undrained Test (CU) tests and Consolidated Drained Tests (CD) - for measurement of the stress-strain strain- strength of soil specimen two variable (vertical and horizontal stresses) - Total stress and effective stress parameters
UU tests CU tests CD tests Effective stress principle: σ ' = σ u Mohr-Coulomb Failure Criterion: τ ' ' f= c + σ n ' tanφ
Advanced soil lab testing systems in PolyU: A A new Double Cell Triaxial System (DCTS) - for continuous measurement of the volume change of unsaturated or saturated soil specimen in triaxial testing
Outer Water Pressure Cell Load Transducer Cell Inner Water Pressure Cell A O-ring Seals Water Water 2 1 σ i_cell σ o_cell Vertical Loading Piston Soil Specimen A A new double cell triaxial system for measurement of volume change of a soil specimen a schematic diagram (Yin 2002a,b) Outer Cell Water Pressure Supply Tube (Pressure and Volume Measurement) Soil Specimen Top Water Drainage Tube (Pressure or Volume Measurement) Water Inner Cell Water Pressure Supply Tube (Pressure and Volume Measurement) Soil Specimen Bottom Water Drainage Tube (Pressure or Volume Measurement) 新的双室三轴试验装置, 用於土样体积变化测量和三轴试验 Outer Perspex Cell Wall Water Soil Specimen Inner Perspex Cell Wall A-A Section 面 i
Advanced soil lab testing systems in PolyU: A A computer-controlled controlled GDS triaxial system with capabilities of stress-path control, 2Hz cyclic loading, k o -consolidation, both compression and extension testing and measurement of G max using bender elements
GDS 2Hz Dynamic Triaxial Apparatus stress-path control and bender elements for shear wave velocity measurement
(b) Failure of specimen C400 after K o -consolidated compression testing and (c) failure of specimen E400 after K o -consolidated extension testing
Advanced soil lab testing systems in PolyU: A A new Hollow Cylinder Apparatus (HCA) -for measuring the behavior of a hollow soil specimen under conditions of pure shearing, plain strain, rotation of the middle principal stress (independent control of four variables)
Hollow Cylinder Apparatus (HCA): control of 4 independent parameters HCA 20Hz
Advanced soil lab testing systems in PolyU: A A new Truly Triaxial System (TTS) -for measuring the behavior of a brick- shape soil specimen under independent control of the three principal stresses.
Truly Triaxial System (TTS): control of 3 independent parameters
Extension to a general stress space Development of the failure criteria and constitutive models Failure surfaces in π plane
Mohr-Coulomb failure surfaces in principal stress space
Advanced soil lab testing systems in PolyU: A A Large-size Direct Shear Box (LDSB) -for measuring the shear strength of granular soil, interface of geosynthetics-soil, soil, metallic strips-soil, soil, cement grout-soil etc. under independent control of the two variables (shear stress and vertical stress).
Large-size direct shear box :304mm wide x 304mm (or 406mm) long x 204mm high
Which interface shear resistance is bigger: between (a) metallic strips and soil or (b) geotextile and soil?
岩土工程 研究方法 数学物理模性研究 : 单元体模性 - 土的力学简单模型和参数 土的力学本构模型和参数边值 / 初值问题模性 - 室内岩土小尺寸物理模型试验 现场全尺寸试验 离心机物理模型试验
Yin and Graham s (1989, 1994) 1-D Elastic Visco-Plastic (1-D EVP) model: & ε z κ σ' ψ V σ' z + exp ( ε ε ep ) ( z ) σ ' z zo ψ σ ' = V & z Vt o zo λ / ψ σ' z Non-linear elastic strain rate; non-linear visco-plastic strain rate Linear elastic spring (non-linear for 1-D EVP model) Linear visco dash-pot (non-linear for 1-D EVP model) Maxwell s Rheoloical Model: & ε z σ z &' = + E σ ' η z σ' z Linear elastic strain rate; linear visco-plastic strain rate
7 6 5 4 3 2 1 0 q Strength Envelope with Slope Μ C A a p' TSP (a) 0 2 4 6 8 B CSL b c 三维弹粘塑性模型 (a) Flow surfaces, total stress path and effective stress in q-p space and (b) corresponding ε v (or ε m ) vs. p, instant time line and reference time line for isotropically consolidated undrained triaxial test at constant axial strainrate p' or p m Instant Time Line Yin and Graham 1999, CGJ ε v orε m Constant Volume Strain (b) C B A a b c Reference Time Line
0 2 2 2 = / + q p p - p F = ' m ' ' Μ ' ij vp ij F = S σ ε & = = = = M 2q S q F ) p - (2p S p F 2 vp s ' m ' ' vp v ε ε & & ) p p ]( V ) - exp[-( t /V = ) p - = S (2p / ' mo ' m ep vmo vm o vp vm ' m ' vp v ψ λ ψ ε ε ψ ε ε & & ) p - (2p ) p p ]( V ) - exp[-( t /V = S ' m ' / ' mo ' m ep vmo vm o 1 ψ λ ψ ε ε ψ vp ij e ij ij ε ε ε & & & + =
Datalogger LVDT1 LVDT2 Soil Cell PPT6 Sand PPT1,PPT2 Rigid Base USC Cemented Mixed Soil Column PPT4 PPT5 PPT3 Geotextile Outlet of PPTs Drainage Outlet Rigid Plate
Datalogger Experimental setup and measuring system
岩土工程 研究方法 边值 / 初值问题数值方法和模性研究 : 有限元 离散元 刚体元 等
Horizontal displacement
Research Methodology Upper bound limit analysis based on rigid finite elements Elasto-plastic finite element analysis 2-D 3-D
Limit Analysis Perfectly plastic material obeying a flow rule Failure or critical state Regardlessness of pre-failure deformations Slice-based (Michalowski; Donald & Chen) FEM-based (Sloan et al.)
Rigid Finite Element Method (RFEM) Simulation of the discontinuous media Deformation energy stored at the interfaces between elements
岩土工程 研究方法 现场监测和反馈 : 边坡监测与预警 等
GPS Slope surface Lateral movements In-place inclinometer TDR Pore water pressure transducer
Monitoring a Soil-Nailed Loose Fill Slope - Field Trial in the Kadoorie Agriculture Research Centre, HKU 在香港新界嘉道理农場附近的香港大學农業研究中心内, 建造了一人工填土斜坡, 最大填土高度 4.5m, 占地面積 9 11.7m 2, 修建在一倾角约 12 的山坡上, 土钉加固
Dimensions of the slope and instrument arrangement 斜波和监测仪器的安装位置 香港新界嘉道理现场试验 : 边坡监测与预警
East North AT03 +Y: down slope
GPS 天线 Original ground Loose fill Soil nails In-place inclinometers and casing 测斜仪 +y
Instrument installation 仪器安装 Datalogger and GPS stations and others AT04 AT03 AT08 Piezometer TDR Marks for scanner Five Inclinometers
4.5 Backward rotation? 高度 (m) ( 从测斜仪底部 ) Distance form the casing bottom (m) 4 3.5 3 2.5 2 1.5 1 0.5 0-0.005 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 Y-direction displacement (m) Y- 方向水平位移 (m) 11/1/02 14:00 11/12/02 14:00 11/22/02 0:00 11/23/02 0:00 11/23/02 15:30 11/23/02 17:00 11/23/02 18:30 11/23/02 19:00 Y-direction displacement profile at different times
GPS 天线 Backward rotation? Original ground Loose fill In-place inclinometers and casing 测斜仪 +y
0.04 0.035 Y & X direction displacements (m) 坡顶处水平位移 (m) 0.03 0.025 0.02 0.015 0.01 0.005 0-0.005 10/26/2002 0:00 10/31/2002 0:00 11/5/2002 0:00 11/10/2002 0:00 X Direction Y Direction Y-displacement of 9 mm: a critical value for warning? 11/15/2002 0:00 11/20/2002 0:00 11/25/2002 0:00 Date/time 日子 / 时间 Y & X direction displacements - time at the casing top point on the slope surface (+Y: down slope)
岩土工程 经验总结 从实际工程观察到理论发展 基本物理概念和科学原理 逻辑条理和数理基础 理论应用与实验 / 实际工程验证 理论是抽象的 是物理世界的简化 理论永远是实践的学生 理论永远不完美 理论可为工程服务
岩土工程 个人生活学习工作体会 读大学前 (1956-1981) 重庆建筑工程学院 / 重庆交通学院 (1978-1981) 中国科学院武汉岩土力学研究所 (1982-1986) 加拿大 Winnipeg, University of Manitoba 读岩土工程博士 (1986-1990)
岩土工程 个人生活学习工作体会 加拿大 Halifax City, Nova Scotia 省 岩土工程师 (1990-1992) 加拿大 St. John s City, Newfoundland 博士后 / 研究工程师 (1992-1994) 香港 Binnie and Associates Limited 岩土工程师 (1994-1995) 香港理工大学土木及结构工程系 助理教授 副教授 教授 (1995-now)
1956-1981 湖北省崇阳县白霓镇 小学 中学 高中 农村 水电站工地
湖北省崇阳县白霓镇 小学 : 天真 中学 : 压力 发奋 进步 挫折 高中 : 努力 全面发展 农村 水电站工地 : 失落 锻炼 失望 1977 高考 : 人生第一次转机 / 飞跃 邓小平的教育改革 一代伟人
1978-1981 重庆建筑工程学院 / 重庆交通学院 - 水港系
1978-1981 重庆建筑工程学院 / 重庆交通学院 : 拼命学习 1981 年 12 月考上研究生 : 人生第二次飞跃
1982-1986 中国科学院武汉岩土力学研究所 土力学 (1982-1984) 岩土力学研究所 - 助理工程师 (1986-1986)
1982-1986 中国科学院武汉岩土力学研究所 土力学 (1982-1984): 拼力学习 岩土力学研究所 - 助理工程师 (1984-1986 ): 初生牛犊 1986 年 9 月去加拿大攻读博士 : 人生第三次飞跃
1986-1990 中国科学院选派读博士 (1986) 加拿大 Winnipeg City, University of Manitoba 读岩土工程博士 (1986-1990)
1986-1990 中国科学院选派读博士 (1986) 加拿大 Winnipeg City, University of Manitoba 读岩土工程博士 (1986-1990): 努力学习 为国争光 彷惶 第一份工作 (1990)
1990-1994 加拿大 Halifax City, Nova Scotia 省 岩土工程师 (1990-1992) 加拿大 St. John s City, Newfoundland 博士后 / 研究工程师 (1992-1994)
Halifax City,Nova Scotia
St. John s City, Newfoundland
C-Core - Center for Cold Ocean Resources Engineering
MIT
Harvard University
Washington
Washington
Washington
Washington
New York
New York
Hong Kong in 1993
青岛 1993
Leave St. John s Canada for Hong Kong in Sept 1994
1990-1994 加拿大 Halifax City, Nova Scotia 省 岩土工程师 (1990-1992): 积累经验 加拿大 St. John s City, Newfoundland 博士后 / 研究工程师 (1992-1994): 研究经验和国际合作 思考发展 来香港工作 (1994): 人生和工作的新起点
1994- 现在 香港 Binnie and Associates Limited 岩土工程师 (1994-1995) 香港理工大学土木及结构工程系 助理教授 副教授 教授 (1995- now)
Hong Kong 1994
Hong Kong 丁九斜拉桥 1994
Hong Kong 丁九斜拉桥 1994
青马悬索桥 1994
旧金山悬索桥 1996
旧金山悬索桥 1996
香港 1996
汽车 变化
700 加元 =RMB 4500
1200 加元 =RMB 7800
1400 加元 =RMB 9100
5600 加元 =RMB 36,400
200,000 港元 =RMB 212,000
名人 国际国内交流
Peck: 与太沙基 (Terzaghi) 一道工作
Meyerhof and his wife 地基和桩基
Schofield: 剑桥大学, 离心机
Professor Raymond Yong: McGill 大学, 土的物理化学工程性质
Professor Selvadurai: McGill 大学, 工程力学, 结构 / 土相互作用
张光斗教授 : 清华大学, 水利专家
香港活动 社会 专业 学术
小孩 变化
祝学业 工作进步前途远大
谢谢大家 Thank You