SOIL MECHANICS - CHAPTER 34 pot
SOIL MECHANICS - CHAPTER 34 pot
... equilibrium in x- and z-direction now are
Q − T sin θ − N cosθ = 0, (34. 14)
W −N sin θ + T cos θ = 0. (34. 15)
Arnold Verruijt, Soil Mechanics : 34. COULOMB 193
After elimination of T and N from the equations, ... cosθ = 0, (34. 3)
W −N sin θ − T cos θ = 0. (34. 4)
With eq. (34. 2) the shear force T can be eliminated. This gives
Q =
N
cos φ
cos(θ + φ) − ch tan θ , (34. 5)
W =
N
cos φ
si...
SOIL MECHANICS - CHAPTER 12 pot
... at small stress. The branch of soil mechanics studying these relations is critical state soil mechanics.
It may be interesting to mention that during cyclic loads soils usually tend to contract ... normal force can only be a compres-
sive force. Tension can not be transmitted, unless the soil particles are glued together. Such soils do exist (e.g. calcareous soils near the coast of...
SOIL MECHANICS - CHAPTER 13 potx
... 0.
13.3 A non-linear material
In the previous chapter it has been argued that soils are non-linear and non-elastic. Furthermore, soils are often not isotropic, because
during the formation of soil deposits ... Verruijt, Soil Mechanics : 13. TANGENT-MODULI 82
ε
zz
= −
1
E
[σ
zz
− ν(σ
xx
+ σ
y y
)].
The minus sign has again been introduced to account for the sign convention for the stre...
SOIL MECHANICS - CHAPTER 14 pot
... semi-logarithmic paper on the basis of the common logarithm. The formula
then is
ε = −
1
C
10
log(
σ
σ
1
). (14.5)
Typ e of soil C C
10
sand 5 0-5 00 2 0-2 00
silt 2 5-1 25 1 0-5 0
clay 1 0-1 00 4-4 0
peat ... be
determined for a particular soil, in the lab oratory. The circumstance that there are two forms of the formula, with a factor 2.3 between the
Arnold Verruijt, Soil...
Soil mechanics - Chapter 16 pot
... TO N:Z=K/N:P=0:C =-1 :J=0
180 J=J+1:C=-C:JJ=2*J-1:JT=JJ*JJ*PP*TT
190 P=P+(A*C/JJ)*COS(JJ*PI*Z/2)*EXP(-JT)
200 IF JT<20 THEN GOTO 180
210 PRINT " z/h = ";Z;" - p/po = ";P
220 ... measuring the pore pressures, and then waiting
Arnold Verruijt, Soil Mechanics : 16. ANALYTICAL SOLUTION 99
100 CLS:PRINT "One-dimensional Consolidation"
110 PRINT "Anal...
Soil mechanics - Chapter 19 pot
... on Terzaghi’s logarithmic compression formula, see Chapter 14.
It can be considered that the deformation considered in that chapter (for sand soils) is a special case of the more general case ... prepared by the application of a sand layer on a soft soil layer of 7.6 m thickness, it has b e en found from tests on the soft soil that the de-
formation after one day is 1.1 %, and after 1...
SOIL MECHANICS - CHAPTER 22 potx
... Arnold Verruijt, Soil Mechanics : 22. SHEAR TEST 133
Norway a variant of this apparatus has been developed, with a ... horizontal stress and the vertical
stress can both be measured accurately.
It may be mentioned that in soil mechanics practice laboratory tests can sometimes be considered as scale tests of the behavior ... stresses and the incremental stresses are taken equal to thos...
SOIL MECHANICS - CHAPTER 32 pot
... Verruijt, Soil Mechanics : 32. LATERAL STRESSES IN SOILS 177
It may be mentioned that for historical re asons the coefficient K is denoted as a coefficient of earth pressure, in agreement with most soil
mechanics ... stress path, in the same graph, and in the same point.
Chapter 32
LATERAL STRESSES IN SOILS
In the previous chapters some elastic solutions of soil mechanics problems h...
SOIL MECHANICS - CHAPTER 36 potx
... Z>1 THEN F=F-KP*(Z-1)
270 Q=-KA*Z*Z/2:IF Z>A THEN Q=Q+T
280 IF Z>1 THEN Q=Q+KP*(Z-1)*(Z-1)/2
290 M=-KA*Z*Z*Z/6:IF Z>A THEN M=M+T*(Z-A)
300 IF Z>1 THEN M=M+KP*(Z-1)*(Z-1)*(Z-1)/6
310 ... TRZ=TRZ+G*DZ:PR=PR+W*DZ:SRZ=TRZ-PR:SRX=CA*SRZ:TRX=SRX+PR
260 F(I)=TRX-TLX:FF=(F(I)+F(I-1))*DZ2:Q(I)=Q(I-1)-FF
270 M(I)=M(I-1)+(Q(I)+Q(I-1))*DZ2:MT=MT+FF*(Z-DA-DZ2):NEXT I
280 WHILE MT>0:N=N+1...
SOIL MECHANICS - CHAPTER 37 pot
... applies to saturated soil, with the groundwater level coinciding with the soil surface. Derive a similar equation for homogeneous
dry soil. Then compute the value of d/h for dry soil, with γ = 16 ... C=8*(KSA/KSP)*(1+D)^5/(20*(1+D)^ 2-1 5*D-12*D*D)
180 IF C<0 THEN PRINT "No solution":END
190 C=C^(1/3):E=ABS(C-D):D=C:IF E>0.000001 THEN 170
200 PRINT USING A$;"d/h =...
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