/3 NSC 9-11-E-011-0 9 08 01 93 07 31 aspects of the problem involved, including constitutive modeling, model testing, and numerical simulation. Then, the algorithm developed will be verified with field cases. Finally, recommendations will be made to improve the current method for the damage assessment of the adjacent buildings. The developed constitutive soil model will be rigorous and encompass state-of-the-art knowledge of the soil behavior relevant to excavation. In particular, emphasis will be on the small strain and anisotropic soil behavior. In addition, random and anisotropic nature of the column-type of improved soft clay mass will be studied. It is expected that the results generated from this collaborated project will further upgrade our present understanding of the excavation behavior. The result is also expected to significantly improve our ability to better predict the ground settlement and the adjacent building s response. Key Words: deep excavation, soft clay, ground settlement, ground improvement, building s response Abstract This collaborated project is to develop a rigorous and realistic method for the prediction of ground settlement and adjacent building s response induced by deep excavation in soft clay. This is a three year project consisted of four sub-projects. Studies will be proceeded from different 1
- 3 University of Bristol 1.1 FLAC 3D 1 FLAC 3D 1.1 1 FLAC 3D 1
1 FLAC (3.1) ~4m 15m 5~45m 10 t/ m ~6m 0.6~1.05m 40m 1.8 19 3.1 J. S. G. Jumbo Jet Special Grouting Pile 3.1 003 (A~F)(3.) 3.1.1 330m 0m 3.1. 3
a 16 19 3 SIS1(A J.S.G. 5.0m)SIS(A 5.0m) SIS5(E 3m) (3.3~3.5) SIS1 51.3mm b SIS1 SIS1 A SIS1.7mm 36.9mm 3.6 SIS1 A A SIS1 A 3.mm 1.3mm A SIS1 A 3.8mm A 5.mm SIS1 SIS1 6.3mm C SIS 3.3mm 19mm 3.7 C SIS1 3.5mm C SIS SIS 1.1mm SIS C.4mm SIS.5mm C 1.7mm.6mm E SIS 1.mm 9.8mm SIS E 1.3mm SIS 6.8mm E SIS 1.6mm E 4.1mm 3.8 E 5.3mm A SIS1 SIS C E C E SIS1 A SIS E C 爲 C E C 3m SIS5SIS5 SIS5 3.1.3-14.5mm 4
( AB C ) A RC I r =0% 130 80 16.09 15 B K0 RC 1.5kg/cm 30 0 θ b 1.5m C 41 Ir 0 5.44 A B 6.34 7.3 8.36 3.9 θ 0 0 30 0 60 0 90 0 10 0 150 0 180 0 35 Ir 10.66 13.4 16.09 0 0 180 0 1/1000 6 3.10 1/6803 3. 15 C 3.11 0 0 30 0 60 0 10 0 150 0 1/513 90 0 180 0 3.1 1/053 38 38 C A B 0 0 30 0 60 0 (X) 90 0 10 0 3. 150 0 180 0 (Z Y) 90 0 X Z W/C 1.0 Aw X Y 15 9.5 9.5 10cm 3 5
0 0 30 0 60 0 X 3.16 ) 90 0 10 0 150 0 180 0 Z Y FLAC-3D E ν B G - c s 0.6 kg cm 3-13- = u = φ = 0 c = su = 6kg cm φ = 0 ( S ) = ( S ) I + ( S ) (1 I ) (3-1) u, eq AC u, p AC r u, c AC r ( S ) = ( S ) I + ( S ) (1 I ) (3-) ueq, AE u, p AE r uc, AE r ν = 0.48 E i = 1 kg cm E 375kg cm i = S ueq, K0 S u, p Suc, I r AC 3.3 AE 3.13 6 3-1 3.4 3.14 3- K0 K0 (θ ) b = ( σ σ3) ( σ1 σ3) θ =0 o θ =180 o θ =30 o 90 o 150 o 3.15 3.3 FLAC-3D (1) FLAC-3D 3.17 FLAC-3D 51 10 10 10cm 3 ( () I 5.44%1.57%1.4% r 6
3.17%40.7% K0 (Response Surface ) b (1) θ 3.18 Q X 1 θ 0 X..X n Q=Q(X 1 X..X n ) 180 X i θ = 45 Q θ = 105 Q = Q( µ x1, µ x,... µ xn) + ( xi µ xi)( ) xi (3-4) X i= 1 i µ x 1, µ x,... µ xn X i (3-4) Q 5.44%~40.7% 3.17% µ Q = Q ( µ x1, µ x,... µ xn ) (3-5) I r n n n Q Q Q σ Q = σxi ( ) µ xi + (3-6) COVX i, X j)( ) µ xi( ) µ xj X i X i X i= 1 i= 1 j= 1 j σ (3) xi COV ( X 3.19 i, X j ) X i X j K0 (Covariance) COV ( X b i, X j ) = ρ xi, xjσ xiσ xj ρ xi,xj X i X j Q (3-6) X i I r Ir 3.17% Q Q( µ xi + σ xi ) Q( µ xi σ xi ) = X i σ xi (4) () Rosenblueth(1975) 3.5 N N Harr(1987) (3) ( ) ( ) z=g(x)=g(x 1 X X 3 X n )=0 (3-3) Z=g(X) 3.0 N X 1 X X n (Point Estimated) n 7 n Q
m=n+1 3.6 18.3m 1. 38m 41-44 (003 6. RIDO δhm = 0.005H0 18.3m 33-4 (00) δhm = 91. 5mm 99% 10.61mm 3. µ R = 91. 5mm σ R = 10. 61mm Vol.9NO.5(1981) F.S.=1. 4 4. 3.4 851-854 (003) 5. (000) 6. 133-41 003Lin 003Hsiung (1995) 003 7. 19 1 (000) 8. DiBiagio, E. and Myrvoll F., Full scale field tests of a slurry trench excavation in soft clay, Proceedings of the 5 th European Conference Soil Mechanics FLAC3D and Foundation Engineering, Vol.1, Madrid, Spain, pp.461-471(197). 9. Harr, M. E. Reliability-based Design in 00 Civil Engineering, Mc-Graw-Hill, New 003 8
York(1987). 10. Hsiung B. C. B., Kung H. S. J., Lin H. D., Lin W. B., and Chen C. H., Damage evaluation to adjacent structures from open-cut excavation, Proceedings of the 1 th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering, Vol.1, pp.789~79 (003). 11. Lin S. C., Lin H. D., Kuo C. J., Lin Y. K. and Kuo P. C., Effects of jet mixing on adjacent soils of an excavation, Proceedings of the 1 th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering, Vol.1, pp.809~81 (003). 1. Rosenblueth, E., Point estimates for probability moments, Proc., Nat. Acad. of Sci., Vol.7, No.10, pp.381-3814 (1975). 9
10
3.1 σ x,f θ (%) (kg/cm ) 0 30 60 90 10 150 180 3. σ y,f (kg/cm ) σ z,f (kg/cm ) 11 ε x,f (%) ε y,f (%) ε z,f (%) S u (kg/cm ) 0 3.97.79.73 15.00-7.50-7.07 0.6 5.44 4.40.81.80 15.09-6.54-6.1 0.80 6.34 4.58.84.80 15.0-6.30-6.1 0.89 7.3 4.78.80.81 15.03-6.15-6.3 0.99 8.36 4.85.77.75 15.01-5.11-6.59 1.05 10.66 5..81.80 15.00-5.83-4.86 1.1 13.4 5.50.77.75 15.01-3.63-3.97 1.37 16.09 5.91.75.76 15.01 -.15-1.99 1.58 0 4.05.76 3.0 15.00-6.13-3.09 0.64 5.44 4.43.75 3.1 15.00-7.14-3.18 0.84 6.34 4.83.79 3.49 15.04-5.51 -.3 1.0 7.3 5.06.75 3.91 15.01-5.01 -.14 1.15 8.36 5.38.75 3.68 15.05-5.17-1.65 1.31 0 3.95.75 3.18 15.01-6.46 4. 0.60 5.44 4.6.7 3.37 15.03-1.57 6.75 0.77 6.34 4.47.75 3.6 15.01-5.90 3.09 0.86 7.3 4.63.75 3.89 15.01-6.08.70 0.94 8.36 4.83.75 3.83 15.01-4.69.36 1.04 0 3.89.75 3.68 15.0-14.0 4.85 0.57 5.44 4.18.75 4.9 11.11-15.03 8.76 0.77 6.34 4.40.75 4.56 10.51-15.01 9.5 0.90 7.3 4.54.75 4.81 9.7-15.00 11.53 1.03 8.36 4.66.75 5.07 9.14-15.01 1.03 1.16 0 3.50.75 3.83 -.08-1.1 15.04 0.54 5.44 3.65 3.00 4.1-3.9-7.51 15.01 0.60 6.34 3.48.95 4.9 -.11-7.61 15.05 0.67 7.3 3.73.96 4.49-1.19-7.61 15.00 0.76 8.36 3.5.75 4.4 -.04-6.9 15.0 0.83 0 3.51 3.76 4.67-1.18 -.83 15.01 0.58 5.44 3.58 3.5 5.0-9.55-5.3 15.01 0.75 6.34 3.51 3.67 5.11-9.6-4.90 15.01 0.80 7.3 3.49 3.76 5.15-9.14-4.60 15.03 0.83 8.36 3.51 4.01 5.7-11.69-3.09 15.01 0.88 0 3.61 4.67 4.36-15.04 8.83 11.5 0.53 5.44 3.55 4.60 4.69-15.05 10.51 9.37 0.57 6.34 3.51 4.70 4.49-15.03 7.0 6.30 0.60 7.3 3.76 5.00 4.88-15.03 8.93 5.78 0.6 8.36 3.54 4.78 4.8-15.0 5.80 5.96 0.64 10.66 3.58 4.93 4.91-15.04 5.11 5.50 0.67 13.4 3.51 4.93 4.91-15.01 4.3 4.33 0.71 16.09 3.53 5.06 4.98-15.0 3.67 4.17 0.77
3.3 FLAC-3D FLAC-3D 1 10cm 10cm 10cm kg/cm 1.95kg/cm kg/cm ini 1.95kg/cm szz=syy=sxx=kg/cm ini pp=1.95 kg/cm 3 K0 15 step 15 step 0.1 0.1 kg/cm 1 kg/cm ±0.001 ±0.001 4 LVDT LVDT LVDT 5 0.0 kg/cm 10 0.0 kg/cm σ σ b = 3 σ1 σ 3 (θ) 0% σ σ b = 3 fluid off σ σ 1 3 15% 6 3.4 1 β β 1.63 5.16 10-0.40 3.45 10-1.36 8.69 10-0.54.95 10-1 3.1 3. 3.3 SIS1
3.4 SIS 3.6 A 3.7 C 3.5 SIS5 3.8 E 13
3.1 3.9 3 S u,eq (kg/cm) 1 σ vc = kg cm TTSP 1.5 / ( 0) 0 0 4 8 1 16 0 Improvement Ratio (%) 3.10 3.13 1. (S u,eq ) AE (kg/cm) 1.6 0.8 0.4 σ vc = 1.5 kg / cm ( TTSP180) 0 0 4 8 1 16 0 Improvement Ratio (%) 3.14 3.11 14
1.6 S u (kg/cm) I r =0% I r =5.44% I r =6.34% 1. I r =7.3% I r =8.36% 0.8 0.4 0 0 30 60 90 10 150 180 Stress Path ( ) Deviator Stress(kg/cm).80.40.00 1.60 k0 Ir=5.44% Ir=1.57% Ir=1.4% Ir=3.17% Ir=40.7% 1.0 3.15 0.80 0 30 60 90 10 150 180 10 Degree 3.18 K 0 θ Deviator Stress(kg/cm).80.40.00 1.60 Ir=5.44% Ir=1.57% Ir=1.4% Ir=3.17% Ir=40.7% 3.16 1.0 0 30 60 90 10 150 180 10 Degree deviator stress (kg/cm).80.40.00 1.60 1.0 0.80 AC Test True triaxial test FLAC 3.19 θ 0.40 0.00 0 4 8 1 16 0 axial strain(%) 3.0 3.17 FLAC 15