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...

Ngày tải lên: 06/08/2014, 01:20

... 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...

Ngày tải lên: 05/08/2014, 23:24

... 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...

Ngày tải lên: 05/08/2014, 23:24

... 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...

Ngày tải lên: 05/08/2014, 23:24

... 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...

Ngày tải lên: 05/08/2014, 23:24

... 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...

Ngày tải lên: 05/08/2014, 23:24

... 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...

Ngày tải lên: 06/08/2014, 01:20

... 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...

Ngày tải lên: 06/08/2014, 01:20

... 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...

Ngày tải lên: 06/08/2014, 01:20

... 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 =...

Ngày tải lên: 06/08/2014, 01:20