Mechanical Behaviors of Cylindrical Retaining Structures in Ultra-deep Excavation Pengfei Xu Tongji University August 4, 2015
Outline Introduction Two circular excavations for anchorage foundations 3D finite element analyses FEM results versus field measurements Influence factors Conclusion 2
Introduction 3
Introduction Suspension bridge Anchorage foundation Deep excavation with reinforced concrete retaining structures 4
Introduction Two common types of retaining walls Circular rectangular 5
Introduction Structural superiority of circular retaining walls Arch effect Have much stronger capabilities of resisting deformation (Tan and Wang 2013) The lateral earth pressure is much smaller than that calculated by Rankine theory (Kim 2013) Provide larger space for excavation 6
Introduction Simplified methods to calculate the structural forces of circular diaphragm walls Zhou and Luo (2003) Circular retaining wall Elastic foundation-beam Arch effect Supporting structure Song (2004) Ring-beam load-distribution theory 7
Introduction FEM to simulate the circular excavation process Marten and Bourgeois (2006) Prashar et al. (2007) Field data to verify theoretical and numerical results Schwamb et al. (2014) 8
Introduction Lining walls Provide support to circular diaphragm wall Enhance the integrality of the whole retaining structure Research objective The behaviors of cylindrical shafts and the interaction between the diaphragm wall and the lining wall Research method 3D FE analyses of two circular excavations for anchorage foundations in suspension bridge engineering Field measurements for verification 9
The south anchorage engineering of yangluo yangtze river bridge Yangluo Yangtze River Bridge in Wuhan is a double-tower suspension bridge with a main span of 1280 m. Circular diaphragm wall External diameter: 73.0 m Height: 54.5-60.5 m Thickness: 1.5 m 10
The south anchorage engineering of yangluo yangtze river bridge Soil and Rock Layers Young s Modulus (MPa) Unit Weight (kn/m 3 ) Cohesion (kpa) Friction Angel (º) Physico-mechanical parameters of soil and rock layers (Yangluo Bridge) Layer Thickness (m) Superficial clay loam 4.5 18.9 26.8 15.4 1.5 Clay 3.5 18.8 10.0 8.0 6.0 Clay loam interbedded with sandy loam 5.5 19.0 12.4 9.1 7.5 Silty fine sand 13 19.3 33.0 28.0 Gravel sand 33 21.3 40.5 9.0 Strongly weathered conglomerate Weakly weathered conglomerate 600 23.6 5.0 7500 26.2 33.0 11
3mx2 4m 3mx2 6mx5 4m 4m 3mx6 6mx5 3mx5 5m 2.5m 3mx2 The south anchorage engineering of yangluo yangtze river bridge Di aphr agm wal l G8- A G8- B G7- B G7- A WL4 G1- A G1- B WL1 G2- A G2- B Li ni ng wal l G3- B WL2 G3- A 19m -16m (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) 71.5m (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) Cappi ng beam 21.5m 4m -21.5m 2m 1.5m 2.5m G6- B G6- A WL3 G5- B G5- A G4- B G4- A Di aphr agm wal l -31m Di aphr agm wal l Li ni ng wal l 1.5m Moni t or i ng poi nt s of ci r cumf er ent i al st r ess Moni t or i ng poi nt s of ver t i cal st r ess Plan view with monitoring points Profile with monitoring points and excavation process 12
The south anchorage engineering of nanjing 4th yangtze river bridge Nanjing 4th Yangtze River Bridge is the first double-tower and three-span suspension bridge in China with a main span of 1418 m. Double circular diaphragm wall External diameter: 59.0 m Length: 82.0 m Width: 59.0 m Height: 40.0-50.0 m Thickness: 1.5 m Distance between the centers of the two circles: 23.0 m 13
The south anchorage engineering of nanjing 4th yangtze river bridge Soil and Rock Layers Calculation Thickness (m) South North Side Side Young s Modulus (Mpa) Cohesion (kpa) Friction Angel (º) Silty clay 2.0 2.0 1.65 21 8.9 Soft muddy clay 4.1 4.1 2.16 21 4.6 Silty sand and regional fine sand Very soft silty clay interbedded with silty sand 1.9 1.9 11.26 7 31.8 9.0 7.0 8.5 20 14.1 Silty sand 3.0-29.4 6 33.2 Silty clay 13.0 18.0 14.26 23 13.5 Silty sand 6.0-52.46 6 33.2 Strongly weathered conglomerate Weakly weathered sandstone 1.0 1.0 5000 2940 46.3 3.0 9.0 10000 2940 46.3 14
367.5 400~1000 400 300~700 1320 1000 280 D 5900 784.3 4400 ~ 5000 1200 300x10 1200 4000 ~ 4400 2341.4 1320 1320 180 120 245 180 The south anchorage engineering of nanjing 4th yangtze river bridge N S 200 8200 250 3675 350 3675 250 150 100 100 R2950 R2800 A 100 100 150 B 200 300 8200 A-A 150 Schematic diagram B-B 15
Finite element formulation Type of analysis General purpose finite element code ABAQUS Hexahedral isoparametric element Initial stress state The gravity loads of the soil and walls were introduced to the model in a geostatic step Construction process simulation remove the soil elements and activate the lining elements 16
Finite element formulation Plasticity model of soil Mohr-Coulomb model Elastic model of concrete Retaining walls C35 E=3.15 10 4 N/mm 2 Lining walls C30 E=3.00 10 4 N/mm 2 Poisson s ratio 0.2 Soil-wall interaction Tangential direction critical shear stress τ crit =μp (Coulomb friction law) Normal direction the rigidity is infinite 17
Finite element model Size of the modelling region Width of the soil outside the diaphragm wall Depth of soil mass (H e is the excavation depth) 3-4H e 2.5H e Entire FE mesh 400 m (diameter) 150 m (depth) FE mesh of the diaphragm and lining walls 18
Finite element model Entire FE mesh FE mesh of the diaphragm and lining walls 400 m (length) 300 m (width) 100 m (depth) Boundary conditions Base Horizontal and vertical displacements Side Normal displacements Top Free 19
FEM results Maximum principal tensile stress Maximum principal compressive stress Diaphragm wall (Yangluo Bridge) 20
FEM results Lining walls (Yangluo Bridge) Maximum principal tensile stress Maximum principal compressive stress 21
FEM results Maximum principal tensile stress Maximum principal compressive stress Diaphragm wall (Nanjing 4th Yangtze River Bridge) 22
FEM results Lining walls (Nanjing 4th Yangtze River Bridge) Maximum principal tensile stress Maximum principal compressive stress 23
3mx2 4m 3mx2 6mx5 4m 4m 3mx6 6mx5 3mx5 5m 2.5m 3mx2 FEM results versus field measurements Di aphr agm wal l G8- A G8- B G7- B G7- A WL4 G1- A G1- B WL1 G2- A G2- B Li ni ng wal l G3- B WL2 G3- A 19m -16m (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) 71.5m (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) Cappi ng beam 21.5m 4m -21.5m 2m 1.5m 2.5m G6- B G6- A WL3 G5- B G5- A G4- B G4- A Di aphr agm wal l -31m Di aphr agm wal l Li ni ng wal l 1.5m Moni t or i ng poi nt s of ci r cumf er ent i al st r ess Moni t or i ng poi nt s of ver t i cal st r ess 24
Depth (m) Depth (m) FEM results versus field measurements 10 0-10 -20-30 -40-50 FEM results -60 Measurements at G7-B Measurements at G1-A -70-3.0-2.5-2.0-1.5-1.0-0.5 0.0 0.5 1.0 1.5 2.0 Vercital stress (MPa) 5 0-5 -10-15 -20-25 -30-35 FEM results Measurements at WL3-B Measurements at WL1-B -40-8 -7-6 -5-4 -3-2 -1 0 1 2 Circumferential stress (MPa) Yangluo Bridge 25
FEM results versus field measurements -35m -39m~-45m Moni t or i ng poi nt s of ci r cumf er ent i al st r ess Moni t or i ng poi nt s of ver t i cal st r ess 26
Depth (m) Depth (m) FEM results versus field measurements -15-20 -25-30 -35-40 FEM results -45 Measurements at GJ06-A Measurements at GJ06-B -50-5.5-5.0-4.5-4.0-3.5-3.0-2.5-2.0-1.5-1.0-0.5 0.0 0.5 Circumferential and vertical stress (MPa) -20-22 -24-26 -28-30 -32 FEM results Measurements at NC01-A Measurements at NC01-B -34-1.0-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Circumferential stress (MPa) Nanjing 4th Yangtze River Bridge 27
Influence factors Model Numbel Maximum Principal Stress of Diaphragm Wall (MPa) Tensile Stress Compressive Stress Maximum Principal Stress of Lining Walls (MPa) Tensile Stress Compressive Stress original 0.430 11.41 0.039 6.389 1 0.652 11.72 - - 2 0.652 11.43 0.039 6.868 3 0.648 11.62 0.058 6.406 4 0.652 11.50 5.714 0.899 Results of analysis of influence factors of the mechanical characteristics of retaining structures (Yangluo Bridge) 28
Influence factors Model Numbel Maximum Principal Stress of Diaphragm Wall (MPa) Tensile Stress Compressive Stress Maximum Principal Stress of Lining Walls (MPa) Tensile Stress Compressive Stress original 0.969 5.084 1.017 1.783 1 1.207 6.217 1.260 2.046 2 0.797 5.132 1.176 2.787 3 4.802 2.430 - - Results of analysis of influence factors of the mechanical characteristics of retaining structures (Nanjing 4th Yangtze River Bridge) 29
Conclusion 1. Cylindrical or double cylindrical shafts have strong structural superiorities. 2. The proposed 3D finite element method well simulated the entire construction processes of both circular and double circular excavations. 3. The stresses in both the diaphragm walls and lining walls are relatively small, indicating that the arching effects of circular and double circular retaining structures are significant. 30
Conclusion 4. The main function of the lining walls is to enhance the rigidity of the diaphragm wall and to constrain its displacements, so the decrease in the lining wall thickness, the shape variation of the retaining structures and asymmetrical excavation make little difference to the structure stress. 5. The temperature change during circular or double circular excavation has a great influence on the stresses of the retaining structures. 31
Acknowledgement The financial support from Department of Transportation of Hubei Province and CCCC Second Harbor Engineering Co., Ltd. was gratefully acknowledged. 32
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