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PARAMETER DINAMIK TANAH. KORELASI EMPIRIK DATA LABORATORIUM.

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Presentasi berjudul: "PARAMETER DINAMIK TANAH. KORELASI EMPIRIK DATA LABORATORIUM."— Transcript presentasi:

1 PARAMETER DINAMIK TANAH

2 KORELASI EMPIRIK DATA LABORATORIUM

3 SANDS

4 Sandy Soils Shear Modulus (Hardin&Drnevich

5 Sandy Soils Shear Modulus (Hardin&Drnevich  m = (1+2Ko)  v ’ Ko = koefisien tekanan tanah at rest = 1 – sin  1 psf = kg/cm2 = kPa

6 Sandy Soils Shear Modulus (Hardin&Drnevich

7 Sandy Soils Damping Ratio (Hardin&Drnevich

8 Sandy Soils Damping Ratio (Hardin&Drnevich

9 Sandy Soils CHART Shear Modulus for Clean Sands (Relative Density Based)

10 Sandy Soils Shear Modulus for Clean Sands (Void Ratio Based) CHART

11 Sandy Soils G/Gmax Shear Modulus CHART

12 Sandy Soils Damping Ratio for Sand CHART

13 CLAYS

14 Clayey Soils CHART Shear Modulus

15 Parameter Dinamik CHART Shear Modulus G/Gmax

16 Clayey Soils CHART Damping Ratio

17 GRAVELLY

18 Gravelly CHART Shear Modulus

19 Gravelly CHART Damping Ratio (sama dengan Tanah pasir)

20 PEATS

21 Peats CHART Shear Modulus

22 Peats CHART Damping Ratio

23 DATA LAIN

24 Berdasarkan e dan  v ’ G 0 = A x F(e) x (  m ) n

25 Berdasarkan e dan  v ’ Jenis TanahSumberAF(e)n Pasir Hardin-Richart (1963) 7000(2.17-e) 2 / (1+e) (2.97-e) 2 / (1+e)0.5 Iwasaki-Tatsuoka (1978)16600(2.17-e) 2 / (1+e)0.4 Shibata-Soelarno (1975)42000(0.67-e) / (1+e)0.5 Kokusho (1980)8400(2.17-e) 2 / (1+e)0.5 Yu-Richart (1984)7000(2.17-e) 2 / (1+e)0.5 Lempung Hardin-Black (1968)3270(2.97-e) 2 / (1+e)0.6 Marcuson-Wahls (1972) 4500(2.97-e) 2 / (1+e) (4.40-e) 2 / (1+e)0.5 Kokusho (1982)90(7.32-e) 2 / (1+e)0.6 Zen-Umehara (1978) (2.97-e) 2 / (1+e)0.5 Gravel Prange (1981)7320(2.97-e) 2 / (1+e)0.38 Kokusho - Esashi (1981) 13000(2.17-e) 2 / (1+e) (2.17-e) 2 / (1+e)0.6

26 KORELASI EMPIRIK DATA LAPANGAN

27 Data N-SPT NoSumberJenis TanahG max (t/m 2 ) atau V s max (m/detik) 1Imai & Yoshimura (1970)SemuaG max = 1000 N Ohba % Toriumi (1970)AlluviumG max = 1220 N Ohsaki & Iwasaki (1972)SemuaG max = 1218 N Hara et all (1974)KohesifG max = 1580 N Imai (1977)SemuaG max = 1200 N Japan Standard for HighwayKohesifV s max = 100 N 1/3 7Japan Standard for HighwayNon KohesifV s max = 80 N 1/3

28 Rentang Nilai Vs


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