Empirical Estimation of Soil Unit Weight and Undrained Shear Strength from Shear Wave Velocity Measurements
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1 5 th Intl Conf on Geotechnical & Geophysical Site Characterisation Empirical Estimation of Soil Unit Weight and Undrained Shear Strength from Shear Wave Velocity Measurements Sung Woo Moon and Taeseo Ku* *Assistant Professor Dept. of Civil & Environmental Engrg. National University of Singapore 1
2 OUTLINE 1. Shear Wave Velocity (V S ) in Geotechnical Engineering 2. Previous Empirical Correlation Studies Using V S 3. Unit Weight vs. Stress normalized V S 4. Undrained Shear Strength vs. V S 5. Summary & Conclusion 2
3 V S IN GEOTECHNICAL ENGINEERING Shear wave velocity (V S ) Second fastest wave & Directional and polarized Depends on site specific effective stress state in soils V s = C (σ c ) n where σ c =confining stress, C and n = material constant Most fundamental wave to geotechnical engineering (e.g. ground deformation prediction) G 0 = (γ t /g) V 2 s In situ V s measurements are used for evaluating site specific soil parameters and liquefaction resistance (Soil Dynamics) 3
4 CONTINUOUS V S PROFILING AutoSeis Ku, Mayne, et al (CGJ, GTJ) Vertically propagating & horizontally polarizing shear wave velocity (V svh ) Automatic seismic source : continuous triggering x R 1 Z 2 Z 1 t 1 R 2 t 2 Pseudo-interval seismic system Seismic source : triggering at given depth Alternating sequence: CPT + DHT R 1 2 = z x 2 R 2 2 = z x 2 V s = R / t Single seismic receiver x R 2 t 2 R 1 t 1 Receiver 1 Receiver 2 True-interval seismic system CPT DMT Continuous measurements : V s, q t, f s, u 2 Non stopping cone advancement Continuous-interval seismic system
5 CONTINUOUS Vs PROFILING AutoSeis Ku, Mayne, et al (CGJ, GTJ) m ms
6 UNDERGROUND MAPPING via MASW Shear wave velocity profile via surface wave test for detecting Bukit Timah granite (NUS) Shear wave velocity, V S (m/s) Possible Vs 20 Legends Fill Residual soil Grade Ⅴ Grade Ⅴ Grade Ⅲ Grade Ⅲ 50 Average Min. Max. Center Ave. Depth, z (m) Underground mapping via refraction test Objective: To establish optimized geotechnical site characterization programs for underground mapping and layer detection (e.g., bed rock layer detection). NUS GeoCharacterization Group RSK STATS Geoconsult Ltd 6
7 K 0 EVALUATION via PAIRED V S MODES V S Age expressions for K 0 K 0 A novel approach is made based on the simplified individual stress model for inherent isotropic soil V 8 shh f ax V (1 ) svh modifier terms: a x = 0.6, b x = 0.4 f = (V svh /V shh ) [log(t) 3] ; t = soil age in years b x Lateral stress coefficient (K) Ku and Mayne 2013, 2015 (JGGE) V shh /V svh 7
8 CORRELATION: V S vs. γ t & V S vs. s u Shear wave velocity (V S ) Strongly depends on void ratio in soils V s = a (e 0 ) b where e 0 = void ratio, a and b = material constant Soil unit weight (γ t or γ d ) Directly related to void ratio in soils γ t = (G s +e 0 ) γ w /(1+e 0 ) where G s = specific gravity, γ w = unit weight of water Undrained shear strength (s u ) Void ratio is one of the most important parameters that affects the shear strength of a porous media Athy 1930; Hamilton 1976; Bartetzko and Kopf 2007; Oh et al V S based correlations for γ t & s u 8
9 EMPIRICAL CORRELATIONS Soil unit weight (γ t or γ d ) Empirical relationships References γ t (kn/m 3 ) = 6.87(V s m/s) /( σʹv0 kpa) Burns & Mayne (1996) γ t (kn/m 3 ) = 8.32log(V s m/s) log(z m) Mayne (2001) γ / , / 8.75 where,, / / / Kim et al. (2001) γ t (kn/m 3 ) = 4.17ln(V s1 m/s) 4.03 where,, / /. / Mayne (2007) / 3.2 /. compression wave velocity Tezcan et al. (2009) / / / reference unit weight Tezcan et al. (2009) γ t (kn/m 3 ) = 30.4 PI Mayne & Peuchen (2013) 9
10 EMPIRICAL CORRELATIONS Undrained shear strength (s u ) Empirical relationship Based Reference log / log / /18 /0.475 Dickenson (1994) log log / 0.90 /0.63 Perret (1996) log log / /8.64 /1.24 Perret (1996) log log / /23 /0.475 Ashford et al. (1996) ln / 1.4ln / 0.87 Blake (1996) log / log / /19.4 /0.36 Yun et al. (2006) / /7.93. Levesques et al. (2007) log / log / /187 /0.372 Likitlersuang and Kyaw (2010) log / log / /228 /0.510 Likitlersuang and Kyaw (2010) 5 10 /. Kulkarni et al. (2010) 100. / %. %,, Kulkarni et al. (2010) / / 60.8 Long et al. (2013) where, P a = atmospheric pressure and z = depth (z), undrained shear strength, = clay content, w = moisture content, OCR = overconsolidation ratio. 10
11 COMPILED DATABASE FOR γ t Applied database Soil Type No. of Site No. of Data PI e Range of γ t (kn/m 3 ) V s1 (m/s) V sn (m/s) Symbol Intact Clay Fissured Clay Calcareous Clay Silts Sands Gravels Clay Till Source: data obtained from Mayne et al. (2009) 11
12 VALIDATION OF COMPILED DATA Analytical relationship between γ t and e Trend between total unit weight ( ) and void ratio (e) 12
13 TREND BETWEEN γ t AND DEPTH Hyperbolic model for γ t as a function of depth (z), 1, = maximum insitu total unit weight z = depth;, and τ = fitting parameters Hyperbolic model Zekkos et al. (2006) NAVAC: Design manual by US Navy, Naval Facilities Engineering Command 13
14 COMPILED V S TREND FOR γ t Apparent relationship between V S and σ v0 or e V S vs. σ v0 V S vs. e 14
15 COMPILED V S TREND FOR γ t Site specific relationship between V S and σ v0 or e (a) (b) V S vs. σ v0 V S vs. e /1 Data from Larsson and Mulabdic (1991) 15
16 MODEL PARAMETERS FOR CORRELATION Relationship between model parameters (a) (b) /1 16
17 γ t vs. V S1 & γ t vs. V Sn Regression study between γ t and stress normalized V S Moon and Ku 2016 (CGJ) R 2 =0.726 S.E.Y. = R 2 =0.768 S.E.Y. = (a) (b) / / /. / / / 17
18 s u vs. V S & OCR, PI EFFECTS Regression study between s u and V S Effect of OCR Effect of PI Undrained Shear Strength, s u (kpa) V svh s u (kpa) = 0.102(V svh ) (OCR) n = 329, R 2 = 0.811, S.E.Y. = R 2 =0.811 S.E.Y. = OCR = 10 OCR = 50 s u (kpa) = 0.075(V svh ) OCR = (a) Undrained Shear Strength, s u (kpa) V svh s u (kpa) = 0.006(V svh ) (PI) n = 303, R 2 = 0.818, S.E.Y. = R 2 =0.818 S.E.Y. = PI= PI=100 s u (kpa) = 0.075(V svh ) PI=5 (b) Shear Wave Velocity, V s (m/s) Shear Wave Velocity, V s (m/s) Applied downhole type V S -V SVH 18
19 V S STRESS RELATIONSHIP: ANISOTROPY Effect of V S anisotropy: V S stress relationship Shear Wave Velocity, V s (m/s) 1, (a) OCR<2 V shh (m/s) = 30.09(σ' v0 ) R 2 = V shv (m/s) = 27.62(σ' v0 ) R 2 = VH V svh (m/s) = 8.39(σ' v0 ) HV R 2 = HH ,000 Effective Overburden Stress, σ' v0 (KPa) Shear Wave Velocity, V s (m/s) 1, (b) OCR>2 V shh (m/s) = 34.45(σ' v0 ) R 2 = V svh (m/s) = 24.64(σ' v0 ) R 2 = V VH shv (m/s) = 25.30(σ' v0 ) R 2 = HV HH ,000 Effective Overburden Stress, σ' v0 (KPa) Shear wave velocity trends with effective overburden stress (a) OCR<2, and (b) OCR>2 19
20 s u V S RELATIONSHIP: ANISOTROPY Effect of V S anisotropy: s u vs. V S Undrained Shear Strength, s u (kpa) (a) OCR<2 s u (kpa) = 0.151(V shv ) R 2 = s u (kpa) = 0.123(V shh ) R 2 = VH s u (kpa) = 0.104(V svh ) HV R 2 = HH ,000 Shear Wave Velocity, V s (m/s) Undrained Shear Strength, s u (kpa) (b) OCR>2 s u (kpa) = 0.078(V svh ) R 2 = s u (kpa) = 0.115(V shv ) R 2 = s u (kpa) = 0.029(V shh ) R 2 = Shear Wave Velocity, V s (m/s) VH HV HH Undrained shear strength trends with shear wave velocity (a) OCR<2, and (b) OCR>2 20
21 SUMMARY 1. The in situ measurement of shear wave velocity (V S )isanimportant component for the assessment of geotechnical engineering problems. 2. V S based empirical correlation models: V S vs. γ t & V S vs. s u 3. Site specific stress normalized V S can provide better prediction for γ t with minimizing the effect of confinement 4. V S can offer first order approximation for s u, but anisotropy modes need to be considered. 21
22 Thank You 22
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