Research article

CPTU identification of regular, sensitive, and organic clays towards evaluating preconsolidation stress profiles

  • Received: 05 August 2021 Accepted: 15 September 2021 Published: 13 October 2021
  • Soil classification by piezocone penetration tests (CPTU) is mainly accomplished using empirical soil behavior charts (SBT). While commonly-used SBT methods work well to separate fine-grained soils from granular coarse-grained soils, in many instances, the groupings often fail to properly identify different categories of clays, specifically: (a) "regular" clays that are inorganic and insensitive, (b) sensitive and quick clays; and (c) organic soils. Herein, a simple means of screening and sorting these three clay types is shown using three analytical CPTU expressions for evaluating the preconsolidation stress profile from net cone resistance, excess porewater pressure, and effective cone resistance. A number of case studies are utilized to convey the methodology.

    Citation: Shehab S Agaiby, Paul W Mayne. CPTU identification of regular, sensitive, and organic clays towards evaluating preconsolidation stress profiles[J]. AIMS Geosciences, 2021, 7(4): 553-573. doi: 10.3934/geosci.2021032

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  • Soil classification by piezocone penetration tests (CPTU) is mainly accomplished using empirical soil behavior charts (SBT). While commonly-used SBT methods work well to separate fine-grained soils from granular coarse-grained soils, in many instances, the groupings often fail to properly identify different categories of clays, specifically: (a) "regular" clays that are inorganic and insensitive, (b) sensitive and quick clays; and (c) organic soils. Herein, a simple means of screening and sorting these three clay types is shown using three analytical CPTU expressions for evaluating the preconsolidation stress profile from net cone resistance, excess porewater pressure, and effective cone resistance. A number of case studies are utilized to convey the methodology.



    The warped-product manifolds are type of manifolds introduced by Bishop and O'Neill [1]. These manifolds have become very important in the context of differential geometry and are also extensively studied in the arena of General Relativity, for instance with respect to generalized Friedmann-Robrtson-Walker spacetimes. Many properties for warped product manifolds and submanifolds were presented by B.-Y. Chen in [2].

    A warped-product manifold can be constructed as follows. Let (B,gB) and (F,gF) be two semi-Riemannian manifolds and τ, σ be the projection of B×F onto B and F, respectively.

    The warped-product M=B×fF is the manifold B×F equipped with the metric tensor g=τgB+f2σgF, where denotes the pullback and f is a positive smooth function on B, the so-called warping function.

    Explicitly, if X is tangent to B×F at (p,q) (where p is a point on B and q is a point on F), then:

    X,X=dτ(X),dτ(X)+f2(p)(dσ(X),dσ(X)).

    B is called the base-manifold of M=B×fF and F is the fiber-manifold. If f=1, then B×fF reduces to a semi-Riemannian product manifold. The leaves B×q=σ1(q) and the fibers p×F=τ1(p) are Riemannian submanifolds of M. Vectors tangent to leaves are called horizontal and those tangent to fibers are called vertical. ByH we denote the orthogonal projection of T(p,q)M onto its horizontal subspace T(p,q)(B×q) and V denotes the projection onto the vertical subspace T(p,q)(p×F), see [3].

    If M is an n-dimensional manifold, and gM is its metric tensor, the Einstein condition means that RicM=λgM for some constant λ, where RicM denotes the Ricci tensor of gM. An Einstein manifold with λ=0 is called Ricci-flat manifolds.

    Then keeping this in mind, we get that a warped-product manifold (M,gM)=(B,gB)×f(F,gF) (where (B,gB) is the base-manifold, (F,gF) is the fiber-manifold), with gM=gB+f2gF, is Einstein if only if (see [2]):

    RicM=λgM{RicBdfHess(f)=λgBRicF=μgFfΔf+(d1)|f|2+λf2=μ (1.1)

    where λ and μ are constants, d is the dimension of F, Hess(f), Δf and f are, respectively, the Hessian, the Laplacian (given by trHess(f)) and the gradient of f for gB, with f:(B)R+ a smooth positive function. Contracting first equation of (1.1) we get:

    RBf2fΔfd=nf2λ (1.2)

    where n and RB is the dimension and the scalar curvature of B respectively. From third equation, considering d0 and d1, we have:

    fΔfd+d(d1)|f|2+λf2d=μd (1.3)

    Now from (1.2) and (1.3) we obtain:

    |f|2+[λ(dn)+RBd(d1)]f2=μ(d1). (1.4)

    In 2017 de Sousa and Pina [4], studied warped-product semi-Riemannian Einstein manifolds in case that base-manifold is conformal to an n-dimensional pseudo-Euclidean space and invariant under the action of an (n1)-dimensional group with Ricci-flat fiber F. In [5] the authors extend the work done for multiply warped space. In [6], the author introduced a new type of warped-products called sequential warped-products, i.e. (M,gM) where M=(B1×hB2)×fF and gM=(gB1+h2gB2)+f2gF, to cover a wider variety of exact solutions to Einstein's field equation.

    Regarding the sequential warped-product manifolds, some works have been published in recent years ([7,8,9,10,11,12]).

    The main aim of the present paper is largely to continue to extend the work done in [4] (as was done for the multiply warped-product manifold in [5]), also for a special case of sequential warped-product manifolds, (i.e. for h=1, with B2 as an Einstein manifold, and flat fiber F, where the base-manifold B=B1×B2 is the product of two manifolds both equipped with a conformal metrics, and the warping function is a smooth positive function f(x,y)=f1(x)+f2(y) where each is a function on its individual manifold). The method will be as follows: first deriving the general formulas to be Einstein and second, providing the existence of solutions that are invariant under the action of a (n11)-dimensional group of transformations to the case of positive constant Ricci curvature. In fact, since in both references, [4] and [5], the authors show solutions for the Ricci-flat case (λ=0), we, following their same construction, show the existence of a family solutions for constant positive Ricci curvature (λ>0). In particular, this proof of the existence of a family of solutions also holds for [4] considering dimF=dimB.

    Definition 1.1. We consider the special case of the Einstein sequential warped-product manifold, that satisfies (1.1). The manifold (M,gM) comprises the base-manifold (B,gB) which is a Riemannian (or pseudo-Riemannian) product-manifold B=B1×B2, with B2 as an Einstein manifold (i.e., RicB2=λgB2, where λ is the same for (1.1) and gB2 is the metric for B2), and dim(B2)=n2, dim(B1)=n1 the dimension of B2 and B1, respectively, so that dim(B)=n=n1+n2. The warping function f:BR+ is a smooth positive function f(x,y)=f1(x)+f2(y) (where each is a function on its individual manifold, i.e., f1:B1R+ and f2:B2R+). The fiber-manifold (F,gF) is the Rd, with orthogonal Cartesian coordinates such that gab=δab.

    Proposition 1.2. If we write the B-product as B=B1×B2, where:

    i) RicBi is the Ricci tensor of Bi referred to gBi, where i=1,2,

    ii) f(x,y)=f1(x)+f2(y), is the smooth warping function, where fi:BiR+,

    iii) Hess(f)=iτiHessi(fi) is the Hessian referred on its individual metric, where τi are the respective pullbacks, (and τ2Hess2(f2)=0 since B2 is Einstein),

    iv) f is the gradient (then |f|2=i|ifi|2), and

    v) Δf=iΔifi is the Laplacian, (from (iii) therefore also Δ2f2=0).

    Then the Ricci curvature tensor will be:

    {RicM(Xi,Xj)=RicB1(Xi,Xj)dfHess1(f1)(Xi,Xj)RicM(Yi,Yj)=RicB2(Yi,Yj)RicM(Ui,Uj)=RicF(Ui,Uj)gF(Ui,Uj)fRicM(Xi,Yj)=0RicM(Xi,Uj)=0,RicM(Yi,Uj)=0, (1.5)

    where f=Δ1f1f+(d1)|f|2f2, and Xi, Xj, Yi, Yj, Ui, Uj are vector fields on B1, B2 and F, respectively.

    Theorem 1.3. A warped-product manifold is a special case of an Einstein sequential warped-product manifold, as defined in Definition 1.1, if and only if:

    RicM=λgM{RicB1dfτ1Hess1(f1)=λgB1τ2Hess2(f2)=0RicB2=λgB2RicF=0fΔ1f1+(d1)|f|2+λf2=0, (1.6)

    (since RicB is the Ricci curvature of B referred to gB, then RicB=RicB1+RicB2=λ(gB1+gB2)+dfτ1Hess1(f1).

    Therefore from (1.2) and (1.3):

    RM=λ(n+d){RB1fΔ1f1d=n1fλΔ2f2=0RB2=λn2RF=0fΔ1f1+(d1)|f|2+λf2=0. (1.7)

    where n1 and R1 are the dimension and the scalar curvature of B1 referred to gB1, respectively.

    Proof. We applied the condition that the warped-product manifold of system (1.5) is Einstein.

    This particular type of Einstein sequential warped-product manifold, as per Definition 1.1, allows to cover a wider variety of exact solutions of Einstein's field equation, without complicating the calculations much, compared to the Einstein warped-product manifolds with Ricci-flat fiber (F,gF), also considered by the authors of [4].

    In this section we will consider a special type of sequential warped-product manifold (M,gM), as described in the previous section, but in which the base-manifold is the product of two manifolds both equipped with a conformal metrics. First we will show the general formulas for which such a manifold M is Einstein, then we will show the same in the case where the conformal metrics are both diagonal, and finally for the case in which the base-manifold is the product of two conformal manifolds to a n1-dimensional and n2-dimensional pseudo-Euclidean space, respectively.

    Theorem 2.1. Let (B,gB), be the base-manifold B=(B1×B2), B1=Rn1, with coordinates (x1,x2,..xn1), B2=Rn2, with coordinates (y1,y2,..yn2), where n1,n23, and let gB=gB1+gB2 be the metrics on B, where gB1=ϵiδij and gB2=ϵlδlr.

    Let f1:Rn1R, f2:Rn2R, ϕ1:Rn1R and ϕ2:Rn2R, be smooth functions, where f1 and f2 are positive functions, such that f=f1+f2 as in Definition 1.1. Finally, let (M,gM) be ((B1×B2)×f=f1+f2F,gM), with gM=ˉgB+(f1+f2)2gF, with conformal metric ˉgB=ˉgB1+ˉgB2, where ˉgB1=1ϕ21gB1, ˉgB2=1ϕ22gB2, and F=Rd with gF=δab.

    Then the warped-product metric gM=ˉgB+(f1+f2)2gF is Einstein with constant Ricci curvature λ if and only if, the functions f1, f2, ϕ1 and ϕ2 satisfy:

    (I) (n12)fϕ1,xixjϕ1f1,xixjdϕ1,xif1,xjdϕ1,xjf1,xid=0 for ij,

    (II) (n22)ϕ2,ylyr=0 for lr,

    (III) ϕ1[(n12)fϕ1,xixiϕ1f1,xixid2ϕ1,xif1,xid]+

    +ϵi[fϕ1n1k=1ϵkϕ1,xkxk(n11)fn1k=1ϵkϕ12,xk+ϕ1dn1k=1ϵkϕ1,xkf1,xk]=ϵiλf,

    (IV) ϕ2(n22)ϕ2,ylyl+ϵlϕ2n2s=1ϵsϕ2,ysys(n21)ϵln2s=1ϵsϕ22,ys=λϵl,

    (V) fϕ12n1k=1ϵkf1,xkxk+(n12)fϕ1n1k=1ϵkϕ1,xkf1,xk+

    (d1)(ϕ12n1k=1ϵkf12,xk+ϕ22n2s=1ϵsf22,ys)=λf2.

    Before proving Theorem 2.1, and showing the existence of a solution for λ>0, we want to deduce the formulas for generic diagonal conformal metrics gB1 and gB2.

    Based on this, we consider (B,gB), the base-manifold B=(B1×B2), with dim(B1)=n1, dim(B2)=n2, and gB=gB1+gB2. We also consider f1:Rn1R, f2:Rn2R, ϕ1:Rn1R and ϕ2:Rn2R, are smooth functions, where f1 and f2 are positive functions, such that f=f1+f2 as in Definition 1.1. And finally, we consider (M,gM) with ((B1×B2)×(f1+f2)F,gM), with gM=ˉgB+(f1+f2)2gF, with conformal metric ˉgB=ˉgB1+ˉgB2, where ˉgB1=1ϕ21gB1, ˉgB2=1ϕ22gB2, and F=Rd with gF=δab.

    From (1.6), considering the conformal metric on B1 and B2, it is easy to deduce that M is Einstein if and only if:

    RicˉB1=λˉgB1+dfHessˉ1(f1), (2.1)

    or equivalently

    RˉB1=λn1+dfΔˉ1(f1), (2.2)
    RicˉB2=λˉgB2, (2.3)

    or equivalently

    RˉB2=λn2, (2.4)
    0=λf2+fΔˉ1f1+(d1)[|ˉ1f1|2+|ˉ2f2|2]. (2.5)

    If we consider a generic diagonal metric, ˉgBij=ˉgB1ij+ˉgB2ij=ηij, and ηij=0 for ij, then M is Einstein if and only if (2.1), (2.3) (or equivalently (2.2), (2.4)), (2.5) and the following, are satisfied:

    RicˉB1=dfHessˉ1(f1),forij, (2.6)
    RicˉB2=0,forij. (2.7)

    Proof. (of Theorem 2.1): At this point we can calculate:

    RicˉB1=1ϕ21{(n12)ϕ1Hess1(ϕ1)+[ϕ1Δ1ϕ1(n11)|1ϕ1|2]gB1}, (2.8)
    RicˉB2=1ϕ22{(n22)ϕ2Hess2(ϕ2)+[ϕ2Δ2ϕ2(n21)|2ϕ22]gB2}, (2.9)

    so we can write:

    RicˉB1(Xi,Xj)=1ϕ21{(n12)ϕ1Hess1(ϕ1)(Xi,Xj)+[ϕ1Δ1ϕ1(n11)|1ϕ1|2]gB1(Xi,Xj)}, (2.10)
    RicˉB2(Yl,Yr)=1ϕ22{(n22)ϕ2Hess2(ϕ2)(Yl,Yr)+[ϕ2Δ2ϕ2(n21)|2ϕ2|2]gB2(Yl,Yr)}, (2.11)
    RicM(Xi,Xj)=RicˉB1(Xi,Xj)dfHessˉ1(f1)(Xi,Xj), (2.12)

    for what was stated in Proposition 1.2 we have:

    RicM(Yl,Yr)=RicˉB2(Yl,Yr), (2.13)

    and in the end

    RicM(Xi,Yj)=0. (2.14)
    RicM(Xi,Uj)=0. (2.15)
    RicM(Yi,Uj)=0. (2.16)

    Since RicF=0 we obtain:

    RicM(Ui,Uj)=gM(Ui,Uj)(Δˉ1f1f+(d1)gM(f,f)f2), (2.17)

    where, analogous to Proposition 1.2, we consider gM(f,f)=ˉgB1(f1,f1)+ˉgB2(f2,f2).

    Let ϕ1,xixj, ϕ1,xi, f1,xixj, f1,xi, ϕ2,ylyr, ϕ2,yl, f2,ylyr and f2,yl, be the second and the first order derivatives of ϕ1, ϕ2, f1 and f2, respectively, with respect to xixj and ylyr. Now we have:

    Hess1(ϕ1)(Xi,Xj)=ϕ1,xixj, (2.18)
    Δ1(ϕ1)=n1k=1ϵkϕ1,xkxk, (2.19)
    |1(ϕ1)|2=n1k=1ϵkϕ21,xk, (2.20)
    Hess2(ϕ2)(Yl,Yr)=ϕ2,ylyr, (2.21)
    Δ2(ϕ2)=n2s=1ϵsϕ2,ylyr (2.22)
    |2(ϕ2)|2=n2s=1ϵsϕ22,ys. (2.23)
    Hessˉ1(f1)(Xi,Xj)=f1,xixjkˉΓkijf1,xk, (2.24)

    where ˉΓkij=0, ˉΓiij=ϕ1,xjϕ1, ˉΓkii=ϵiϵkϕ1,xkϕ1 and ˉΓiii=ϕ1,xjϕ1, so (2.24) becomes:

    Hessˉ1(f1)(Xi,Xj)=f1,xixj+ϕ1,xjϕ1f1,xi+ϕ1,xiϕ1f1,xj, (2.25)

    for ij, and

    Hessˉ1(f1)(Xi,Xi)=f1,xixi+2ϕ1,xiϕ1f1,xiϵin1k=1ϵkϕ1,xkϕ1f1,xk. (2.26)

    Since Hessˉ2(f2)(Yl,Yr)=0, we get:

    Hessˉ2(f2)(Yl,Yr)=f2,ylyr+ϕ2,yrϕ2f2,yl+ϕ2,ylϕ2f2,yr=0, (2.27)

    for lr, and

    Hessˉ2(f2)(Yl,Yl)=f2,ylyl+2ϕ2,ylϕ2f2,ylϵln2s=1ϵsϕ2,ysϕ2f2,ys=0. (2.28)

    Then the Ricci tensors are:

    RicˉB1(Xi,Xj)=(n12)ϕ1,xixjϕ1, (2.29)

    for ij,

    RicˉB1(Xi,Xi)=(n12)ϕ1,xixi+ϵin1k=1ϵkϕ1,xkxkϕ1(n11)ϵin1k=1ϵkϕ21,xkϕ21, (2.30)
    RicˉB2(Yl,Yr)=(n22)ϕ2,ylyrϕ2, (2.31)

    for lr,

    RicˉB2(Yl,Yl)=(n22)ϕ2,ylyl+ϵln2s=1ϵsϕ2,ysysϕ2(n21)ϵln2s=1ϵsϕ22,ysϕ22. (2.32)

    Using (2.29) and (2.25) in the (2.12) and then using (2.30) and (2.26) in the (2.12) we obtain respectively:

    RicM(Xi,Xj)=(n12)ϕ1,xixjϕ1df[f1,xixj+ϕ1,xjϕ1f1,xi+ϕ1,xiϕ1f1,xj], (2.33)

    for ij,

    RicM(Xi,Xi)=(n12)ϕ1,xixi+ϵin1k=1ϵkϕ1,xkxkϕ1(n11)ϵin1k=1ϵkϕ21,xkϕ21+df[f1,xixi+2ϕ1,xiϕ1f1,xiϵin1k=1ϵkϕ1,xkϕ1f1,xk], (2.34)

    while, using (2.31) and (2.27) in the (2.13) and then using (2.32) and (2.28) in the (2.13) we obtain respectively:

    RicM(Yl,Yr)=(n22)ϕ2,ylyrϕ2, (2.35)

    for lr,

    RicM(Yl,Yl)=(n22)ϕ2,ylyl+ϵln2s=1ϵsϕ2,ysysϕ2(n21)ϵln2s=1ϵsϕ2,ysϕ22. (2.36)

    Now considering:

    RicF=0, (2.37)
    gM(Ui,Uj)=f2gF(Ui,Uj), (2.38)

    with f=f1+f2,

    Δˉ2(f2)=0 (2.39)
    Δˉ1(f1)=ϕ21n1k=1ϵkf1,xkxk(n12)ϕ1n1k=1ϵkϕ1,xkf1,xk, (2.40)
    gM(f,f)=ϕ21n1k=1ϵkf21,xk+ϕ22n2s=1ϵsf22,ys, (2.41)

    and by replacing them in (2.17):

    RicM(Ui,Uj)={fϕ21n1k=1ϵkf1,xkxk+(n12)fϕ1n1k=1ϵkϕ1,xkf1,xk+(d1)(ϕ21n1k=1ϵkf21,xk+ϕ22n2s=1ϵsf22,ys)}gF(Ui,Uj). (2.42)

    Using the equations (2.33), (2.34), (2.35), (2.36) and (2.42), it follows that (M,gM) is an Einstein manifold if and only if, the equations (I), (II), (III), (IV), (V) are satisfied.

    In this section we look for the existence of a solution to the positive constant Ricci curvature case (λ>0) when the base-manifold is the product of two conformal manifolds to a n1-dimensional and n2-dimensional pseudo-Euclidean space, respectively, invariant under the action of a (n11)-dimensional group of transformations and that the fiber F is flat.

    Theorem 3.1. Let (B,gB), be the base-manifold B=(B1×B2), B1=Rn1, with coordinates (x1,x2,..xn1), B2=Rn2, with coordinates (y1,y2,..yn2), where n1,n23, and let gB=gB1+gB2 be the metrics on B, where gB1=ϵiδij and gB2=ϵlδlr.

    Let f1:Rn1R, f2:Rn2R, ϕ1:Rn1R and ϕ2:Rn2R, be smooth functions f1(ξ1), f2(ξ2), ϕ1(ξ2) and ϕ2(ξ2), such that f(ξ1,ξ2)=f1(ξ1)+f2(ξ2) be as in Definition 1.1, where ξ1=n1i=1αixi, αiR, and iϵiα2i=ϵi0 or iϵiα2i=0, and by the same token ξ2=n2l=1αlyl, αlR, and lϵlα2l=ϵl0 or lϵlα2l=0.

    Finally, let (M,gM) be ((B1×B2)×f=f1+f2F,gM), with gM=ˉgB+(f1+f2)2gF, with conformal metric ˉgB=ˉgB1+ˉgB2, where ˉgB1=1ϕ21gB1, ˉgB2=1ϕ22gB2, and F=Rd with gF=δab.

    Then, whenever iϵiα2i=ϵi0 (and lϵlα2l=ϵl0), the warped-product metric

    gM=ˉgB+(f1+f2)2gF is Einstein with constant Ricci curvature λ if and only if the functions f1, f2, ϕ1 and ϕ2 satisfy the following conditions:

    (Ia) (n12)fϕ1ϕ1f1d2ϕ1f1d=0, for ij,

    (IIa) ϕ2=0, for lr,

    (IIIa) kϵkα2k[fϕ1ϕ1(n11)fϕ21+ϕ1ϕ1f1d]=λf,

    (IVa) sϵsα2s[(n21)ϕ22]=λ

    (Va) kϵkα2k[fϕ21f1+(n12)fϕ1ϕ1f1(d1)ϕ21f21]+

    sϵsα2s[(d1)ϕ22f22]=λf2.

    Proof. We have:

    ϕ1,xixj=ϕ1αiαj, ϕ1,xi=ϕ1αi, f1,xixj=f1αiαj, f1,xi=f1αi,

    and

    ϕ2,ylyr=ϕ2αlαr, ϕ2,yl=ϕ2αl, f2,ylyr=f2αlαr, f2,yl=f2αl.

    Substituting these in (I) and (II) and if ij and lr such that αiαj0 and αlαr0, we obtain (Ia) and (IIa).

    In the same manner for (III) and (IV), by considering the relation between ϕ1 and f1 from (Ia) and ϕ2=0 from (IIa), we get (IIIa) and (IVa) respectively. Analogously, the equation (V) reduces to (Va).

    Now we are going to look for the existence of a solution to the positive constant Ricci curvature case (λ>0), considering f2(ξ2)=1, and dim(B1)=dim(F), i.e., n1=d. So, whenever n1i=1α2iϵi0, without loss of generality, we may consider n1i=1α2iϵi=1 (the same for n2l=1α2lϵl0, in which we consider n2l=1α2lϵl=1).

    In this way the equations (Ia), (IIa), (IIIa), (IVa) (Va) become:

    (Ib) (n12)(f1+1)ϕ1n1ϕ1f12n1ϕ1f1=0, for ij,

    (IIb) ϕ2=0, for lr,

    (IIIb) (f1+1)ϕ1ϕ1+(n11)(f1+1)ϕ21n1ϕ1ϕ1f1=λ(f1+1),

    (IVb) (n21)ϕ22=λ,

    (Vb) (f1+1)ϕ21f1(n12)(f1+1)ϕ1ϕ1f1+(n11)ϕ21f21=λ(f1+1)2.

    Note that since f2(ξ2)=constant, then the equations (2.27) and (2.28), concerning the condition Hessˉ2(f2)=0, are obviously satisfied.

    It is worth noticing that there is no reason to believe that any nontrivial solutions exist, since the system is overdetermined. One must first check out the compatibility conditions and fortunately this is easy to figure out. Changing the notation: from (ξ1,ϕ1(ξ1),f1(ξ1)), to (t,β(t),γ(t)1) (in order to simplify the writing and avoid confusion with the indexes), and also writing λ=qm2/2>0, where q=n1, i.e. dim(B1), our system of equations then becomes:

    {(q2)γβqβγ2qβγ=0βγβ(q1)γβ2qβγ12qm2γ=0γβ2γ(q2)βγβγ+(q1)β2γ212qm2γ2=0 (3.1)

    So, if we solve the second and third equations for β and γ and substituting them into the first equation, we note that the first equation can be replaced by a first order equation, that is:

    (q2)γ2β22qβγβγ+qβ2γ2qm2γ2=:Z(β,γ,β,γ)=0. (3.2)

    Now, differentiating Z with respect to t and then eliminating β and γ using the second and third equations of (3.1), the resulting expression in (β,γ,β,γ) is a multiple of Z(β,γ,β,γ). This shows us that the combined system of equations (3.1) and (3.2) satisfies the compatibility conditions, so that the system has solutions, specifically, a 3-parameter family of them.

    If we want to describe these solutions more explicitly, we must note that the equations are t-autonomous and have a 2-parameter family of scaling symmetries. In particular, the equations are invariant under the 3-parameter group of transformations of the form:

    Φa,b,c(t,β,γ)=(at+c,aβ,bγ) (3.3)

    where a and b are nonzero constants and c is any constant. In fact, the equation (3.2) implies that there is a function ω(t) such that

    {β=2mqω(ω1)((q2)ω22qω+q)γ=mγ((q2)ω2q)β((q2)ω22qω+q) (3.4)

    and then the second and third equations of (3.1) imply that ω must satisfy

    ω=m(q+2qω(3q2)ω2)β. (3.5)

    Conversely, the combined system of (3.4) and (3.5) gives the general solution of the original system. This latter system is easily integrated by the usual separation of variables method, i.e., by eliminating t yields a system of the form:

    dββ=R(ω)dω (3.6)

    and

    dγγ=S(ω)dω (3.7)

    where R(ω) and S(ω) are rational functions of ω. Writing β and γ as elementary functions of ω, then we can also write:

    dt=βT(ω)dω, (3.8)

    where T is a rational function of ω, so that t can be written as a function of ω by quadrature. Thus, we have the integral curves in (t,β,γ,ω)-space in terms of explicit functions.

    In conclusion (because of the 3-parameter family of equivalences of solutions), we can say that in certain sense, these solutions are all equivalent to a finite number of possibilities.

    Remark 3.2. As is well known, an Einstein warped product manifold with Riemannian-metric and Ricci-flat fiber-manifold can only admit zero or negative Ricci tensor, Ric0. Here we have shown, that a simple pseudo-Riemannian metric construction allows, an Einstein warped product manifold with Ricci-flat fiber-manifold, to obtain Ric>0, and this may find interest, for example, in how to build warped-product spacetime models, with positive curvature, whose fiber is Ricci-flat.

    All sources of funding of the study must be disclosed. The fourth author is thankful to Slovak Science Agency for providing partial financial by VEGA fund under grant number VEGA 2/0076/23.

    The authors declare there is no conflict of interest.



    [1] Agaiby S (2018) Advancements in the interpretation of seismic piezocone tests in clays and other geomaterials. School of Civil & Environmental Engineering, Georgia Institute of Technology, Atlanta, GA USA, 925.
    [2] Robertson PK (1990) Soil classification using the cone penetration test. Can Geotech J 27: 151-158. doi: 10.1139/t90-014
    [3] Lunne T, Robertson PK, Powell JJM (1997) Cone Penetration Testing in Geotechnical Practice, EF Spon/CRC Press, London, 352.
    [4] Eslami A, Fellenius BH (1997) Pile capacity by direct CPT and CPTU methods applied to 102 case histories. Can Geotech J 34: 886-904. doi: 10.1139/t97-056
    [5] Schneider JA, Hotstream JN, Mayne PW, et al. (2012) Comparing CPTU Q-F and Q-Δu2vo' soil classification charts. Geotechnique Lett 2: 209-215. doi: 10.1680/geolett.12.00044
    [6] Jefferies M, Been K (2015) Soil Liquefaction: A Critical State Approach, Second Edition, Taylor & Francis Group, London, 712.
    [7] Robertson PK (2009) Interpretation of cone penetration tests—a unified approach. Can Geotech J 46: 1337-1345. doi: 10.1139/T09-065
    [8] Shahri AA, Malehmir A, Juhlin C (2015) Soil classification based on piezocone data. Eng Geo 189: 32-47. doi: 10.1016/j.enggeo.2015.01.022
    [9] Valsson SM (2016) Detecting quick clay with CPTU. 17th Nord Geotech Meet.
    [10] Sandven R, Gylland A, Montafia A, et al. (2016) In-situ detection of sensitive clays—Part I: selected test methods. 17th Nord Geotech Meet, Reykjavik.
    [11] Sandven R, Gylland A, Montafia A, et al. (2016) In-situ detection of sensitive clays—Part Ⅱ: Results. 17th Nord Geotech Meet. Reykjavik, Iceland: Icelandic Geotechnical Society.
    [12] Gylland AS, Sandven R, Montafia A, et al. (2017) CPTU classification diagrams for identification of sensitive clays. Landslides in Sensitive Clays, Springer Series on Advances in Natural & Technological Hazards Research, Cham, Switzerland, 57-66.
    [13] DeGroot DJ, Landon ME, Poirier SE (2019) Geology and engineering properties of sensitive Boston Blue Clay at Newbury, Massachusetts. AIMS Geosci 5: 412-447. doi: 10.3934/geosci.2019.3.412
    [14] Mayne PW, Benoît J (2020) Analytical CPTU Models Applied to Sensitive Clay at Dover, New Hampshire. J Geotech Geoenviron Eng 146: 04020130. doi: 10.1061/(ASCE)GT.1943-5606.0002378
    [15] Long M (2008) Design parameters from in-situ tests in soft ground. Geotechnical and Geophysical Site Characterization, Taylor & Francis, London, 90-116.
    [16] Coutinho RQ, Bello MI (2014) Geotechnical characterization of Suape soft clays, Brazil. Soils Rocks 37: 257-276.
    [17] Mlynarek Z, Wierzbicki J, Gogolik S, et al. (2014) Shear strength and deformation parameters of peat and gyttja from CPTu, SDMT, and VST tests, 5th Intl Workshop CPTu DMT Soft Clays Organic Soils, 193-209.
    [18] Nejaim PF, Jannuzzi GMF, Danziger FAB (2016) Soil behavior type of the Sarapuí Ⅱ test site. Geotechnical & Geophysical Site Characterization 5, Gold Coast, Australian Geomechanics Society, 1009-1014. Available from: www.usucger.org.
    [19] Zawrzykraj P, Rydelek P, Bąkowska A (2017) Geoengineering properties of Eemian peats from central Poland in the light of static cone penetration and dilatometer tests. Eng Geol 226: 290-300. doi: 10.1016/j.enggeo.2017.07.001
    [20] Mayne PW, Agaiby S (2019) Profiling yield tresses and identification of soft organic clays using piezocone tests, Proceedings XVI Pan American Conference on Soil Mechanics & Geotechnical Engineering, Paper 0149, Cancun, Mexican Society of Geotechnical Engineering (SMIG). Available from: www.issmge.org.
    [21] Mayne PW, Agaiby SS, Dasenbrock D (2020) Piezocone identification of organic clays and peats, GeoCongress 2020: Modeling, Geomaterials, and Site Characterization, (Minneapolis, GSP 317), ASCE, Reston, VA, 541-549.
    [22] Fellenius BH, Eslami A (2000) Soil profile interpreted from CPTU data. Geotech Eng Conf Year 2000 Geotech, 18.
    [23] Mayne PW (1991) Determination of OCR in clays by piezocone tests using cavity expansion and critical state concepts. Soils Found 31: 65-76. doi: 10.3208/sandf1972.31.2_65
    [24] Chen BY, Mayne PW (1994) Profiling the Overconsolidation Ratio of Clays by Piezocone Tests, Report No. GIT-CEE/GEO-94-1 submitted to National Science Foundation by Georgia Institute of Technology, Atlanta, 280.
    [25] Burns SE, Mayne PW (1998) Monotonic and dilatory porewater pressures during piezocone dissipation tests in clay. Can Geotech J 35: 1063-1073. doi: 10.1139/t98-062
    [26] Agaiby SS, Mayne PW (2018) Interpretation of piezocone penetration and dissipation tests in sensitive Leda Clay at Gloucester Test Site. Can Geotech J 55: 1781-1794. doi: 10.1139/cgj-2017-0388
    [27] Mayne PW, Greig J, Agaiby S (2018) Evaluating CPTu in sensitive Haney clay using a modified SCE-CSSM solution. 71st Can Geotech Conf GeoEdmonton, Paper ID No. 279, Canadian Geotechnical Society. Available from: www.cgs.ca.
    [28] Mayne PW, Paniagua P, L'heureux JS, et al. (2019) Analytical CPTu model for sensitive clay at Tiller-Flotten site, Norway, XVⅡ ECSMGE: Geotechnical Engineering Foundation of the Future, Paper 0153, Reykjavik, Icelandic Geotechnical Society. Available from: www.issmge.org.
    [29] Di Buò B, D'Ignazio M, Selãnpaã J, et al. (2019) Yield stress evaluation of Finnish clays based on analytical CPTU models. Can Geotech J 57: 1623-1638. doi: 10.1139/cgj-2019-0427
    [30] Agaiby SS, Mayne PW (2018) Evaluating undrained rigidity index of clays from piezocone data. Cone Penetration Testing (Delft), CRC Press/Balkema, 65-72.
    [31] Senneset K, Sandven R, Janbu N (1989) Evaluation of soil parameters from piezocone tests. Transp Res Rec, 24-37.
    [32] Mayne PW (2007) In-situ test calibrations for evaluating soil parameters, Characterization & Engineering Properties of Natural Soils, Taylor & Francis, London, 1602-1652.
    [33] Mayne PW (2007) NCHRP Synthesis 368: Cone Penetration Testing. Transportation Research Board, National Academies Press, Washington, DC, 118. Available from: www.trb.org.
    [34] Ouyang Z, Mayne PW (2018) Effective friction angle of clays and silts from piezocone. Can Geotech J 55: 1230-1247. doi: 10.1139/cgj-2017-0451
    [35] Ouyang Z, Mayne PW (2019) Modified NTH method for assessing effective friction angle of normally consolidated and overconsolidated clays from piezocone tests. ASCE J Geotech Geoenviron Eng 145.
    [36] Houlsby GT, The CI (1988) Analysis of the piezocone in clay. Penetration Testing 1988, Balkema, Rotterdam, 777-783.
    [37] Lunne T, Long M, Forsberg CF (2003) Characterization and engineering properties of Onsøy clay. Charact Eng Prop Nat Soils, 395-427.
    [38] Lunne T, Randolph M, Sjursen MA, et al. (2006) Shear strength parameters determined by in-situ tests for deep water soft soils. NGI-COFS Report 20041618-1. Joint Industry Project by the Norwegian Geotechnical Institute, Oslo and Centre for Offshore Foundation Systems, Perth: 558.
    [39] Gundersen A, Hansen R, Lunne T, et al. (2019) Characterization and engineering properties of the NGTS Onsøy soft clay site. AIMS Geosci 5: 665-703. doi: 10.3934/geosci.2019.3.665
    [40] Chung SG, Ryu CK, Min SC, et al. (2012) Geotechnical characterization of Busan clay. KSCE J Civ Eng 16: 341-350. doi: 10.1007/s12205-012-1433-8
    [41] Chung SG, Kweon HJ (2013) Oil-operated fixed-piston sampler and its applicability. J Geotech Geoenviron Eng 139: 134-142. doi: 10.1061/(ASCE)GT.1943-5606.0000730
    [42] Pineda JA, McConnell A, Kelly RB (2014) Performance of an innovative direct push piston sampler in soft clay. Proc 3rd Symp Cone Penetration Test, 279-288
    [43] Pineda JA, Suwal LP, Kelly RB, et al. (2016) Characterization of Ballina clay. Géotechnique 66: 556-577. doi: 10.1680/jgeot.15.P.181
    [44] Pineda JA, Kelly RB, Suwal L, et al. (2019) The Ballina soft soil field testing facility. AIMS Geosci 5: 509-534. doi: 10.3934/geosci.2019.3.509
    [45] Hight DW, Paul MA, Barras BF, et al. (2003) The characterization of the Bothkennar clay. Characterization and Engineering Properties of Natural Soils, Swets & Zeitlinger, Lisse, 543-597.
    [46] Mayne PW (2008) Piezocone profiling of clays for maritime site investigations. Geotechnics in Maritime Engineering, Polish Committee on Geotechnics, 333-350.
    [47] Getchell A, Santamaria A, Benoît J (2014) Geotechnical Test Embankment on soft marine clay in Newington—Dover, MS Thesis, Civil Engineering Dept, Univ of New Hampshire. Durham, NH: 103. Available from: https://scholars.unh.edu/thesis/825.
    [48] Locat A (2012) Rupture progressive et étalements dans les argiles sensible. PhD Dissertation, Université Laval, Quebec, 216.
    [49] Locat A, Locat P, Demers D, et al. (2017) The Saint-Jude landslide of 10 May 2010, Quebec, Canada: Investigation and characterization of the landslide and its failure mechanism. Can Geotech J 54: 1357-1374. doi: 10.1139/cgj-2017-0085
    [50] Locat A, Locat P, Michaud H, et al. (2019) Geotechnical characterization of the Saint-Jude clay, Quebec, Canada. AIMS Geosci 5: 273-302. doi: 10.3934/geosci.2019.2.273
    [51] Paniagua P, L'Heureux JS, Carroll R, et al. (2017) Evaluation of sample disturbance of three Norwegian clays. 19th ICSMGE Secr Seoul. Available from: www.issmge.org.
    [52] Lehtonen V (2015) Modelling undrained shear strength and pore pressure based on an effective stress soil model in Limit Equilibrium Method, Tampereen teknillinen yliopisto. Julkaisu-Tampere University of Technology. Publication, 213.
    [53] Di Buò B, D'Ignazio M, Selãnpaã J, et al. (2016) Preliminary results from a study aiming to improve ground investigation data. 17th Nord Geotech Meet 1: 25-28.
    [54] Wang B, Brooks GR, Hunter JAM (2015) Geotechnical data from a large landslide site at Quyon, Report 7904, Quebec Geological Survey of Canada, 54.
    [55] Wang B, Brooks GR, Hunter JAM (2015) Geotechnical investigations of a large landslide site at Quyon, Québec. 68th Can Geotech Conf.
    [56] Lafleur J, Silvestri V, Asselin R, et al. (1988) Behavior of a test excavation in soft Champlain Sea clay. Can Geotech J 25: 705-715. doi: 10.1139/t88-081
    [57] Chiasson P, Lafleur J, Soulié M, et al. (1995) Characterizing spatial variability of a clay by geostatistics. Can Geotech J 32: 1-10. doi: 10.1139/t95-001
    [58] Sandven R, Montafia A, Gylland A, et al. (2015) Detection of brittle materials. Summary report with recommendations. Final report. NIFS Report no. 126/2015,150.
    [59] Helle TE, Long M, Nordal S (2018) Interpreting improved geotechnical properties from RCPTUs in KCl-treated quick clays, Cone Penetration Testing 2018, CRC Press, Taylor & Francis Group, London, 339-345.
    [60] Edil TB, Wang X (2000) Shear strength and K0 of peats and organic soils. Geotechnics of High Water Content Materials, American Society for Testing & Materials, West Conshohocken, PA, 209-225.
    [61] Den Haan EJ, Kruse GAM (2007) Characterization and engineering properties of Dutch peats, Characterization & Engineering Properties of Natural Soils, Taylor & Francis Group, London, 2101-2133.
    [62] Mesri G, Ajlouni M (2007) Engineering properties of fibrous peats. J Geotech Geoenviron Eng 133: 850-966. doi: 10.1061/(ASCE)1090-0241(2007)133:7(850)
    [63] Jannuzzi GMF, Danziger FAB, Martins ISM (2015) Geological-geotechnical characterization of Sarapuí Ⅱ clay. Eng Geol 190: 77-86. doi: 10.1016/j.enggeo.2015.03.001
    [64] Larsson R, Westerberg B, Albing D, et al. (2007) Sulfidjord: geoteknisk klassificering och odraneråd skjuvhållfastthet. SGI Report 69, Swedish Geotechnical Institute, Linköping, 138.
    [65] Lamb RA, Chow LC, Bentler JG (2018) US Highway 14 embankment over soft soils—success with ground improvement and modern instrumentation. 66th Annu Geotech Eng Conf, 117-126.
    [66] Chow LC, Bentler JG, Lamb RA (2019) Primary and post-surcharge secondary settlements of a highway embankment constructed over highly organic soils: a case history. Geo Congr 2019 Embankments Dams Slopes, 109-118.
    [67] McCabe BA (2002) Experimental investigations of driven pile group behaviour in Belfast soft clay, Doctoral dissertation, Trinity College Dublin, 415.
    [68] Lehane BM (2003) Vertically loaded shallow foundation on soft clayey silt. Proc Inst Civil Eng Geotech Eng 156: 17-26. doi: 10.1680/geng.2003.156.1.17
    [69] Westerberg B, Andersson M (2017) Sulfidjord—kompressionsegenskaper och sättningar. En studie av provbankar i Lampen och andra bankar. SGI Publikation 41, Swedish Geotechnical Institute, Linköping, 238.
    [70] Merani JM, Hunt CE, Donahue JL, et al. (2016) CPT interpretation in highly organic soils and soft clay soils. Geo Chicago 2016, 412-421.
    [71] Mayne PW (1987) Determining preconsolidation stress and penetration pore pressures from DMT contact pressures. Geotech Test J 10: 146-150. doi: 10.1520/GTJ10947J
    [72] Andersson M (2012) Kompressionsegenskaper hos sulfidjordar: En fält-och laboratoriestudie av provbankar, Luleå tekniska universitet, Sweden, 336.
    [73] Westerberg B, Andersson M, Winter MG, et al. (2015) Compression properties of an organic clay. XVI Eur Conf Soil Mech Geotech Eng, 3091–3096.
    [74] Baroni M, Almeida MSS (2017) Compressibility and stress history of very soft organic clays. Proce Inst Civ Eng 170: 148-160. doi: 10.1680/jgeen.16.00146
    [75] Mayne PW (2017) Stress history of soils from cone penetration tests. Soils Rocks 40: 203-218. doi: 10.28927/SR.403203
    [76] Agaiby SS, Mayne PW (2019) CPT evaluation of yield stress profiles in soils. J Geotech Geoenviron Eng 145: 04019104. doi: 10.1061/(ASCE)GT.1943-5606.0002164
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