Site characterization for the HZM immersed tunnel
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1 DGF (18 th ICSMGE Paris; Discussion Session TC102) Site characterization for the HZM immersed tunnel HKSAR Jørgen S. Steenfelt COWI, Denmark Co-authors: S. Yding, A. Rosborg, J.G. Hansen, R. Yu
2 Introduction - outline Brief project description Challenges & solutions Scope & results of investigations Geo-structure interaction Conclusion
3 Project rationale Existing road: 200 km; 4hours HZBM: 40 km; 45 min
4 Project extent & description 33 km offshore 5.7 km immersed tunnel (31 by 11.5 m cross section) Bridge & toll plaza Bridges & 2 toll plazas 2 navigation channels Immersed tunnel 2 artificial islands 2 navigation channels
5 Major challenges Longest offshore bridge-cum tunnel crossing Intense shipping traffic - 4 navigation channels Airport restrictions Severe environmental loading - typhoons sedimentation 120 y life 3 SARs - different env. standards - Hong Kong, Zhuhai, Macau
6 Major challenges Segmented precast concrete tunnel - 33 elements of 180 m 8 segments of 22.5 m/element Non-uniform foundation loads & soil stiffness Differential settlements & load re-distribution Shear key forces in segment & immersion joints
7 Major challenges segmented tunnel Highly variable geology (7 main units) Holocene soft marine clay Pleistocene stiff alluvial clay Fluvial alluvial sand & gravel - bedrock extensive dredging & soil improvement very deep foundation level: -45 m (due to future navigation channels) up to 23 m sedimentation for central part - need for mixed foundation solutions
8 Major challenges foundation solution Bearing piles (high loads C&C & ship impact areas with soft Holocene clays) SRP (thick preconsolidated Pleistocene clays) SCP decided in detailed design Direct foundation (on predominantly dense sands significant Ds) Gravel bed placement below tunnel elements
9 Standard solution or rational approach? subgrade (kn/m 3 ) Alignment axis (m) Shear key forces to gradient stiffness Traditionally: Few data point along axis Deterministic ± 20% sinusoidal & critical wavelength Innovative: Many data points & probabilistic approach demand on ground characterization
10 Scope and result of site investigations Feasibility 2004/08 16 BH in vicinity Preliminary Design BH, 29 CPTUs, 10 P-S suspension logging Supplementary soil investigations 2010/2011 specified & closely monitored by COWI 80 BH with sampling, vane and SPT testing 364 CPTUs, 20 CPTUDs, CPTUs: per 50 m & staggered: 0 ± 25 m m depth to refusal in sand 6 P-S suspension logging
11 Scope and result of site investigations GITB & TCB mostly in pairs (< 5 m distance) SPT energy actually measured!! 3 tests per barge 72.4%, 74.8% & 77.9%
12 Scope and result of site investigations 25m 25m 25m 25m 25m 25m 25m south CPTU principle 50m center north Section CPTU location in practice
![CPTUs for soil identification & settlements 1,000 7 Marine Clay Continental Clay Fluvial Alluvial Sand 5 100 frequency of q c f s - u2 Marine Alluvial Sand 6 4 Qt [-] 3 3 10 1 2](/docs-images/87/95869291/images/13-1.jpg "2 1-0.6-0.2 0.2 Bq [-] 0.6 1.0 1.4 Stratigraphy by CPT \"foot print\" (& borehole info) 3D surfaces (e.g. base of soft clay) modulus no. from lab testing d from CPTU 13 2013-09-05")
13 CPTUs for soil identification & settlements 1,000 7 Marine Clay Continental Clay Fluvial Alluvial Sand frequency of q c f s - u2 Marine Alluvial Sand 6 4 Qt [-] Bq [-] Stratigraphy by CPT "foot print" (& borehole info) 3D surfaces (e.g. base of soft clay) modulus no. from lab testing d from CPTU
14 Scope and result of laboratory testing Classification testing water content 1196 density 129 max/min void ratio 21 grain density 284 Particle size distribution 730 Atterberg limits 401 organic content 162 chemical soil 22 chemical water 18 Advanced testing IL oedometer 103 swelling tests 10 CAU triaxial
15 Advanced laboratory testing IL oedometer Initial loading/unloading to s' 0 /0 - sample quality poor very good/excellent (NORSOK 2004) Batch I : s' pc and C c Batch II: M r (s i ') for s i ' = s' pc - Ds i ' e (%) s (kpa)
16 Advanced laboratory testing s (kpa) e (%)
17 Advanced laboratory testing IL oedometer Initial loading/unloading to s' 0 /0 - sample quality poor very good/excellent (NORSOK 2004) Batch I : s' pc and C c Batch II: M r (s i ') for s i ' = s' pc - Ds i ' Triaxial CAU s u /s' pc for SHANSEP (at s' v = 1.5 s' pc ) s u at s' 0 Nkt (~17) from CPTU & CAU correlation
18 Design for foundation stiffness variation Stiffness (kpa/m) D plot of stiffness curves, North and South stiffness (kpa/m) nor th sou th Chainage (m) chainage (m) Calculate settlement at each CPTU point - add gravel bed tolerances - deduce stiffness from load variation Critical locations by probabilistic analysis Kasper et al. (2013), EJGE, Vol
19 Conclusions: meeting the challenges Design of 6 km long immersed tunnel posed significant challenges Stiffness variation critical to structure (shear keys) - rational application of > 400 CPTUs > 200 boreholes - tailored laboratory testing - probabilistic stiffness evaluation Geotechnical site characterization facilitated the tool for interaction between geotechnical & structural design Working in China is a challenge
20 SITE CHARACTERIZATION FOR THE HZM IMMERSED TUNNEL
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