Depth(m) N60 Soil Type Coarse 1 6 Sand Coarse 2 11 Sand Coarse 3 10 Sand Coarse 4 9 Sand Coarse 5 8 Sand Coarse 6 13 San

Post by **answerhappygod** » Mon Apr 25, 2022 9:19 am

: Depth M N60 Soil Type Coarse 1 6 Sand Coarse 2 11 Sand Coarse 3 10 Sand Coarse 4 9 Sand Coarse 5 8 Sand Coarse 6 13 San 1 (35.05 KiB) Viewed 28 times

a) All soil parameters of each layer. (use SPT 4-15)
b) the settlement of this foundation. (by using Parry’s method,
SPT18)

: Depth M N60 Soil Type Coarse 1 6 Sand Coarse 2 11 Sand Coarse 3 10 Sand Coarse 4 9 Sand Coarse 5 8 Sand Coarse 6 13 San 2 (94.73 KiB) Viewed 28 times

c)calculate the allowable bearing capacity of the foundation.
(Sall = 25 mm) (by using Pack Hanson and Thurnburn method)

: Depth M N60 Soil Type Coarse 1 6 Sand Coarse 2 11 Sand Coarse 3 10 Sand Coarse 4 9 Sand Coarse 5 8 Sand Coarse 6 13 San 3 (320.23 KiB) Viewed 28 times

: Depth M N60 Soil Type Coarse 1 6 Sand Coarse 2 11 Sand Coarse 3 10 Sand Coarse 4 9 Sand Coarse 5 8 Sand Coarse 6 13 San 4 (226.55 KiB) Viewed 28 times

d) capacity of a 0.50m diameter and 7m long driven R/C
pile.
e) expecting a peak horizontal acceleration at ground surface 0.21g
for an earthquake MW= 7.5, evaluate Liquefaction potential of the
layers. assume that for the first 6 m fines percent is less than 5%
and in between 6-8 m depth interval fines percent is 15%. (For
stress reduction factor, rd make interpolation by taking rd = 1 at
ground surface and rd=0.9 at 10 m depth from ground surface)

: Depth M N60 Soil Type Coarse 1 6 Sand Coarse 2 11 Sand Coarse 3 10 Sand Coarse 4 9 Sand Coarse 5 8 Sand Coarse 6 13 San 5 (74.43 KiB) Viewed 28 times

Depth(m) N60 Soil Type Coarse 1 6 Sand Coarse 2 11 Sand Coarse 3 10 Sand Coarse 4 9 Sand Coarse 5 8 Sand Coarse 6 13 Sand Silty Fine 7 25 Sand Silty Fine 8 8 35 Sand Silty Fine 9 9 30 Sand Table - Spt N60 Values
SPT.18 TED PARRY'S METHOD Conteressilla 341 Incompressible 1.0 5 F 0.5 4 3 1.0 A2 ? 0 0:5 2.5 2.0 T/ COLLECTION FOR COMPRESSIBLE JAYER THICLISESS 1 4 3 0 20 2 D[/B DEPTH FACTOR ΔΗ: aB 9. Nm съст с Alt mm 2. 200 Cconstant from correlations) B. width of footing (m) 입 ens het foundation pressure (MN/m) Cwr Correction for Swt Dw Cu {+ De +223 B OLDw <DF Cw=it DE <D w< 26 2B(DF +0,75B) Diw depth to GWL from foundation depth. Nm = N valic at 33 depth from foundation Level if N does not vary with depth otherwise : Nm - 3N+2 N.+N3 Ni-Nat 0-0,758 NzEN at 0.75-1.5B Ny Not 4.5 - 2.0 B Dw 6 30
The average SPT “N” value should be taken as the arithmetic average of N values 2B below and 0.6 B above the foundation level. In this method the N values have already been corrected for overburden stress effects.
Dp/B = 1.0 N350 Dy/B =0.5 NO 50 N: 40 Ne 40 Na 30 NE 30 Soil Pressure (kg/cm? NU N:20 N35 NDO NE'S N: 20 N=15 N:10 N25 0.4 1.2 0.B 1.2 0.8 0 0.4 Width of Footing, B (m) Design chart for proportioning shallow footings on sand (Peck, Hanson and Thornburn-Foundation Engineering. 1974) (N values are Nan) c.0.5 + 0,5 F Ground Surface 12 Soil pressure calculated from the chart abould be multiplied by Figure 4.9 Water table correction for footings on sand (Peck, Hanson and Thornburn- Foundation Engineering, 1974) (For Dw more than Dr+B, do not make Cw correction)
0.6 Percent fines 35 15 <5 0.5 1 0.4 CRR13 0.3 0.2 0.1 Marginal Marginal Liquefaction Liquefaction Liquefaction American data Japanese data o Chinese data 30 10 20 40 50 (N) Fig. 1 Relationship between cyclic stress ratios causing liquefaction and (N160 values for silt sands in M = 7.5 Earthquakes(After Seed et al. 1985) τ атах o CSR == 0.65 * *—*rd o' g O' CRR FS = CSR