# Dynamic Crack Propagation Problems of Fibre-Reinforced Concrete

Authors: Y. H. Cheng; Lu Nian Chun; Li Xin-gang
Journal: Advances in Civil Engineering
 (2012)

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## Abstract

Applying the built dynamic crack model of fibre concrete, bridging fiber segment is substituted by loads. When a crack propagates its fiber continues to break. By the approaches of the theory of complex functions, the problems dealt with can be translated into Riemann-Hilbert problems. Analytical solutions of the displacements, stresses, and dynamic stress intensity factors under the action of of moving variable loadsPx2/t2 and Pt3/x2, respectively, are attained by the ways of self-similar measures. After those analytical solutions are utilized by superposition theorem, the solutions of arbitrary complex problems can be obtained.


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## Body

## 1. Introduction

Regarding the enhancing mechanism of fiber-reinforced concrete, there exist two popular theories [1, 2]: the theory of composite materials and the theory of fibrous space.According to the theory of composite materials, fiber-reinforced concrete is regarded as a multiphase system, that is, the fiber and the concrete separately. The properties of the composite materials are the sum of each ones, and basic assumptions are as follows.(1)
Fibers were distributed continuously and uniformly, and the directions were consistent with the force.(2)
Fiber and matrix bond well, that is, they have the same strain, and no relative sliding occurred.(3)
Fiber and matrix are elastic deformation, and transverse deformation is the same.In the light of disorder status of the short steel fiber-reinforced concrete, theory of fibrous space is put forward. This theory derives from the theorem of linear elastic fracture mechanics, and fiber space is referred to as the enhancing mechanism of the basic parameters. When fibers are mixed in concrete, they can restrict the crack propagation effectively. The smaller the fiber space is, the greater the stress concentration abates; therefore the strength and toughness of concrete increase easily.Because fiber mixed into concrete is capable of resisting crack formation and expansion, there is obvious difference in fracture behavior and crack resistance between fiber-reinforced concrete and general concrete. Therefore, fracture characteristic of fiber-reinforced concrete was studied and its fracture model was built, which processes the great significance not only for understanding fiber-reinforced concrete material itself, but also for analyzing structural performance [3].


## 2. Fracture of Fiber-Reinforced Concrete

Fiber reinforced concrete with fibrous disorder distribution can be regarded as isotropic materials [4]. According to engineering practice, tension and compression are very common, so the assumption of fiber reinforced concrete crack is mode I crack.When fiber-reinforced concrete was subjected to external loads, a fracture process zone appeared in the front of the main crack tips, and properties in fracture zone have a significant impact on fracture and toughness of fiber-reinforced concrete. After fiber-reinforced concrete starts to crack, crack tip opening was prevented by bridging fibers [3].In order to analyze fracture process of fiber-reinforced concrete, a crack model of bridging fibers in concrete was put forward [5–8]. In order to analyze fracture process of fiber-reinforced concrete, a crack model of bridging fibers in concrete was put forward [5–8], as depicted in Figure 1.Figure 1
Sketch of fracture of fiber reinforced concrete.This crack model will be divided into three regions. Region A is the fracture section without stress transfer, and the fibers present pullout or break. Region B is regarded as bridging fiber zone which is also known as pseudoplastic zone and begins to fracture, while the fibers can arrest crack propagation; the length of the crack increases slowly and reaches critical state finally. Region C is called the microcrack zone or transition zone, and when the loads aggrandize gradually, region C will transform into region B.At bridging fiber segment, some fibers across the crack were regarded as closed impact forces which act at the crack surfaces. Bridging fibers reduced the stress intensity factors of the crack tips, and under the conditions of the same fracture toughness of the matrix material, the greater loads needed can induce crack propagation and cause material damage [9].Bridging fibers play a vital role in the course of crack arrest, enhancement, and increasing toughness of concrete, especially when the concrete occurs crack, the role of bridging fiber cannot be ignored. Therefore, bridging fiber problems of fiber reinforced concrete are not only an important research task but also a frontline in the field.


## 3. Dynamic Fracture Model of Fiber Reinforced Concrete

During the form and propagation of the crack, bridging fibers appears. That is to say, when the crack propagates, the case of bridge still exists. Accordingly, it is an important meaning to establish an appropriate dynamic model of bridging fibers in studies on fracture problem of fiber reinforced concrete.If the fiber failure is governed by maximum tensile stress, which occurs at the crack plane, the fiber breaks and hence the crack extension should appear in a self-similar fashion. The fiber breaks lie along a transverse line and therefore present a “V” notch. The crack is supposed to nucleate an infinitesimally small microcrack situated along thex-axis in the format of self-similarity with the high-speed propagation, and to move symmetrically in the positive and negative x directions with the constant crack tip velocity V in the matrix. That is to say, the crack begins to run symmetrically along the positive and negative directions of x-axes from the length of zero. The crack moves at the constant velocity V in the matrix of reinforced concrete. The fibers do not fracture in the vicinity of the crack tip, but the others break at the central region of crack. When crack propagates, fibers continuously break with the constant velocity α according to one of the authors presumption as displayed in Figure 2. Since the configuration shown in Figure 2 is symmetry both in geometry and loading abouty-axis, only the right half-plane of the region needs to be considered for analysis. The fibers and the matrix are taken to be linearly elastic. It is further postulated that the fibers have a much higher elastic modulus in the axial direction than the matrix and therefore the fibers are taken as supporting all of the axial loads in fiber rein-forced concrete. Load is transferred between adjacent fibers through the matrix of concrete by a straightforward shear mechanism. In order to analyze conveniently, the fiber fracture lie is assumed to appear along a single plane. That is, the fiber fracture can be self-similar fiber fracture and therefore present a “V” notch. The zone of crack or notch isy=0,|x|<Vt, and the interval of bridging fibers isy=0,αt<|x|<Vt, while the segment of fracture is |x|<αt.Figure 2
Sketch of crack extension of bridging fibers in fiber reinforced concrete.Obviously, the dynamic model of crack propagation problem of concrete in Figure2 is illustrated by that, in Figure 3, this is a model of symmetrical crack extension, running with constant velocity V in both the positive and negative directions of x-axis, so are the locations of bridging fibers fracturing with constant velocity α. The intervals of bridging fibers have the symmetrical state with respect to x-axis. Each bridging fiber is replaced by a pair of vertical traction forces which act at the points with the same x-coordinate on the upper and lower crack surfaces, but in an opposite direction. Each traction force is postulated to be balanced with the load of fracture of a fiber from the matrix of concrete. The present model has the symmetries of geometrical and mechanical conditions with respect to the x- andy-axes. Aty=0, traction forces act at the section of αt<|x|<Vt, which represent fibrous compressive stress, whereas they do not act on the rest. Fibers in rein-forced concrete are usually arranged tightly; therefore compressive stress produced by bridging fiber traction forces distribute sequentially. For example, aty=0, in the zone of αt<x<Vt, the vertical displacement of the crack edges is not the same, hence the bridging fiber traction forces are not equal. It is obvious that traction forces are larger near the points ofαt (where the fibers have broken) and they are smaller close to the points ofVt. Accordingly bridging fiber traction forces postulated have relation to the dimension of displacement x. On the other hand, when a crack propagates at high speed, its length will increase with time t. The longer a crack moves, the more fibers fracture. That is to say, the number of broken fibers relates to time t. Bridging fiber traction forces are thought to be unlike at the interval ofy=0,αt<|x|<Vt. In the above analysis, the fibres in the matrix of concrete are supposed to be distributed homogenously. Each fibre has the same strength. When the fracture occurs the fibre and the matrix are in the same plane of crack extension. Certainly, this is a postulated mechanical model which may not accord with real situations, and it waits for more improvements aftertime.Figure 3
The dynamic model of the crack of bridging fibers in fiber reinforced concrete.


## 4. The Correlative Formulas of Self-Similar Functions

In order to solve efficiently fracture dynamics problems of composite materials, solutions will be obtained under the action of variable loads for mode I moving crack. According to the theorem of generalized functions, the different boundary condition problems considered will be translated into Keldysh-Sedov mixed boundary value problem by means of self-similar functions, and the corresponding solutions will be attained.Suppose aty=0 there are any number of loaded sections and displacement sections along the x-axis, and the ends of these sections are moving with different constant velocity. At the initial moment t=0 the half-plane is at rest. In these sections the loads and displacements are arbitrary linear combination of the following functions [10–13]:(1)dkfk1(x)dxk⋅dsfs1(t)dts,
where
(2)fi(ξ)={0ξ<0,ξiξ>0.Herek,k1, and s,s1 are arbitrary integer positive numbers.An arbitrary continuous function of two variablesx and t may be expressed as a linear superposition of (1); thus it has a significance in principle to seek the loads or the displacements satisfying the type of (2). Let us introduce the following linear differential operator as well as integral operator:(3)L=∂m+n∂xm∂tn,inverse:L-=∂-m-n∂x-m∂t-n.Here+m+n,-m-n, and 0 represent the (m+n)th order derivative, the (m+n)th order integral, and function’s self. It is easy to testify that there exist constants m and n. When substituting (3) into (2), (1), we will obtain functions that are homogeneous functions of x and t of zeroth dimension (homogeneous), and the couple m, n will be called an index of self-similarity [11–13].Utilizing correlative representations of elastodynamics equations of motion for an orthotropic anisotropic body [10–13].For the case when functionsLu and Lv are homogeneous(4)u0=Lu,v0=Lv,σy0=Lσy,For the case when functionsLσy and Lτxy are homogeneous,(5)u0=∂∂tLu,v0=∂∂tLv,σy0=∂∂tLσy.The relative self-similar functions are as follows [10–13]:(6)σy0=(1t)ReF(τ),v0=ReW(τ),(7)W′(τ)=[D1(τ)D(τ)]F(τ),
whereF(τ),W(τ) are self-similar functions, and the relation is the same as (7). The values of D1(τ)/D(τ) can be determined from Appendix of literature [11, 13]:(8)D(τ)D1(τ)=iρC1[(2C22-τ2)2-4C23C1-1(C12-τ2)(C22-τ2)]τ2C12-τ2
here indicated only: D1(τ)/D(τ) in the range of the subsonic speeds is purely imaginary for the values which we are considering. Thus, elastodynamics problems for an orthotropic anisotropic body investigated can be transformed into seeking the single unknown function problems on F(τ)and W(τ) meeting the boundary value conditions. In the general case this is Riemann-Hilbert problem in the theory of complex functions (in the simplest cases we have Keldysh-Sedov or Dirichlet problem), and this kind of problem is easily settled by the usual methods, such as Muskhelishvili [14, 15].Fracture dynamics problems will be studied for an infinite orthotropic anisotropic body. Assume at the initial momentt=0 a crack appears at the origin of coordinates and begins spreading symmetrically at constant velocity V (for the subsonic speeds) in both the positive and negative directions of x-axis, respectively, and at t<0, the half-plane was at rest. The crack surfaces are subjected to the different types of loads under the plane strain states.


## 5. The Solutions of Idiographic Problems

In order to resolve efficaciously symmetrical dynamics problems with bridging fibers of fiber reinforced concrete, solutions will be found under the conditions of unlike loads for mode I running crack. In the light of the theorem of generalized functions, the different boundary condition problems investigated will be changed into Keldysh-Sedov mixed boundary value problem by the methods of self-similar functions, and the corresponding solutions will be acquired. The problems studied are under the plane strain states.(1) Postulate, at the initial momentt=0, a micro-crack abruptly appears at the coordinate origin and begins expanding symmetrically with constant velocity in the positive and negative directions of x-axis, respectively. The surfaces of the crack are subjected to normal point force Px2/t2, moving at a constant velocity β along the positive direction of x-axis, whereβ<V; at t<0 the half-plane was at rest. The boundary conditions of the problem will be written as(9)σy(x,0,t)=-Px2t2⋅δ(x-βt),|x|<Vt,v(x,0,t)=0,|x|>Vt.In this case the displacement will evidently be homogeneous functions, in which,L=1. Utilizing τ=x/t, the theory of generalized functions [16–18] as well as (4) and (6), the first representation of (9) can be written:(10)ReF(τ)=-Px2t2⋅tδ(x-βt)=-Pτ2δ(τ-β),|τ|<V.In terms of (4), (6), (7), boundary conditions (10) will be further rewritten:(11)Re[W′(τ)D(τ)D1(τ)]=-Pτ2δ(τ-β),|τ|<V,Re[W′(τ)]=0,|τ|>V.Deducting from the above formulas, the solution ofW′(τ)must have the format:(12)W′(τ)=ξ(τ)⋅τ2(τ-β).In the formulaξ(τ) has no singularity in the zone of |τ|<V, while D(τ)/D1(τ) is purely imaginary for the subsonic speeds; therefore ξ(τ) must be purely real in the section of |τ|<V. Thus, question (11) becomes(13)Reξ(τ)=0,|τ|>V,Im⁡ξ(τ)=0,|τ|<V.According to symmetry and the conditions of the infinite point of the plane corresponding to the origin of coordinates of the physical plane as well as singularities of the crack tip [19, 20], the unique solution of the Keldysh-Sedov problem (13) can be gained:(14)ξ(τ)=A(V2-τ2)-1/2,
whereA is an unknown constant.Substituting (14) into (12) and (7), we can obtain(15)W′(τ)=Aτ2(τ-β)(V2-τ2)1/2,F(τ)=Aτ2(τ-β)(V2-τ2)1/2⋅D(τ)D1(τ).Then substituting (15) into (11), at τ→β, constant A can be confirmed:(16)A=-PV2-β2πIm⁡[D(β)/D1(β)].Then putting (15) into (6) and (4), at the surface y=0, we will attain the stress and the stress intensity factor, respectively,
(17)σy=Aτ2(τ-β)x2-V2t2⋅Im⁡[D(τ)D1(τ)],|x|>Vt,KI(t)=-AVV-βπVt⋅Im⁡[D(V)D1(V)].The first of (15) can be rewritten as(18)W′(τ)=Aτ2(τ-β)(V2-τ2)1/2=(τ+β+β2τ-β)A(V2-τ2)1/2.Integrating (18), one will gain W(τ). But it has three terms, separate denotation is more expedient, then putting them into (4), (6), (7), and integral formulae can be utilized in literature [21], then the divisional displacements v1,v2,v3 can be gained, respectively,(19)v1=v10=ReW1(τ)=Re∫∞x/tAτV2-τ2dτ=-AReV2-τ2|∞x/t=-AtV2t2-x2,|x|<Vt,v2=v20=ReW2(τ)=Re∫∞x/tAβV2-τ2dτ=Aβ⋅RearcsinτV|∞x/t=AβarcsinxVt|x|<Vt,v3=v30=ReW3(τ)=Re∫∞x/tAβ2(τ-β)V2-τ2dτ=Aβ2V2-β2×Reln⁡|V2-βτ-(V2-β2)(V2-τ2)V(β-τ)||∞x/t=Aβ2V2-β2×ln⁡|V2t-βx-(V2-β2)(V2t2-x2)V(βt-x)|,|x|<Vt.The displacementv is the sum of subdistrict displacement: v=v1+v2+v3. After the addition of (19), the displacement v is gained:(20)v=A[-V2t2-x2t+βarcsinxVt+β2V2-β2×ln⁡|V2t-βx-(V2-β2)(V2t2-x2)V(βt-x)|]|x|<Vt.By means of the solution of (20), the bridging fibrous fracture speeds of fiber concrete α can be acquired:(21)Δ=A[-V2-α2+βarcsinαV+β2V2-β2×ln⁡|V2-βα-(V2-β2)(V2-α2)V(β-α)|]|x|=αt,
where Δ is ascertained by single axis tensile test of bridging fibers of fiber reinforced concrete, while V,β,t are regarded as known constants, respectively, then fibrous fracture velocity α obtained is numerical solution according to (21); therefore the problem on the dynamic crack model of bridging fibers in fiber concrete is solved.(2) Presume that the rest conditions are the same as those in the above ensample except that the applied loads become an increasing loadPt3/x2. The boundary conditions will be as(22)σy(x,0,t)=-Pt3x2⋅δ(x-βt),|x|<Vtv(x,0,t)=0,|x|>Vt.In this case the stress will apparently be homogeneous functions, in whichL=1. According to (5), (6), and the theory of generalized functions [16–18], the first expression of the boundary condition (22) can be written as follows:(23)Re[F(τ)]=-(3Pt2x2)tδ(x-βt)=-3Pτ-2δ(τ-β),|τ|<V.Atx≠βt, the derivative of δ(x-βt) is zero, then the result will be gained.In the light of (5), (6), (7), boundary conditions (23) will be further rewritten:(24)Re[W′(τ)D(τ)D1(τ)]=-3Pτ-2δ(τ-β),|τ|<V,Re[W′(τ)]=0,|τ|.>V.From the above formulas, the unique solution ofW′(τ)can be facilely deduced:(25)W′(τ)=ξ(τ)[τ2(τ-β)].In the formulae,ξ(τ) has no singularity in the domain of -V2<τ<V1, while D(τ)/D1(τ) is purely imaginary for the subsonic speeds; therefore ξ(τ) must be purely real at the interval of -V2<τ<V1. Thus, question (24) takes(26)Reξ(τ)=0,|τ|>V,Im⁡ξ(τ)=0,|τ|<V.In terms of symmetry and the conditions of the infinite point of the plane corresponding to the origin of coordinates of the physical plane as well as singularities of the crack tip [19, 20], the unique solution of the Keldysh-Sedov problem (26) can be obtained:(27)ξ(τ)=A(V2-τ2)-3/2,
whereAis an unbeknown constant.Then putting (27) into (25) and (7) results in(28)W′(τ)=Aτ2(τ-β)(V2-τ2)3/2,F(τ)=Aτ2(τ-β)(V2-τ2)3/2⋅Im⁡[D(τ)D1(τ)].Substituting (28) into (24), at τ→β, constant A can be ascertained:(29)A=-3P(V2-β2)3/2πIm⁡[D(β)/D1(β)].In an orthotropic isotropic body, the disturbance scope of elastic wave can be illuminated by the circular area of radiusc1t and c2t. In an orthotropic anisotropic body, the disturbance range of elastic wave is not the circular area and can not exceed threshold value Cd=C11/ρ of elastic body, where C11 is an elastic constant of materials. At|x|>Cdt, with Im[D1(τ)/D(τ)]=0, thus the stresses and the displacements are zero which coincide with initial boundary conditions; and this shows that disturbance of elastic wave cannot overrun Cdt.Now inserting (28) into (5), (6), and (7), at the surface y=0, the stresses and the dynamic stress intensity factor are gained, respectively,(30)σy=Re∫∞x/tA⋅Im⁡[D(τ)/D1(τ)]τ3(τ-β)(V2-τ2)3/2dτ,|x|>Vt,KI(1)(t)=lim⁡x→Vt2π(x-Vt)⋅Re∫∞x/tA⋅Im⁡[D(τ)/D1(τ)]τ3(τ-β)(V2-τ2)3/2dτ.=-AπtIm⁡[D(V)/D1(V)]V9/2(V-β).The limit of the above belongs to the modality0·∞, which should be translated into the type of ∞/∞, then the aftermath of the above formula can be worked out by the approaches of L’Hospital theorem [22].The first of (28) can be rewritten as follows:(31)W′(τ)=Aτ2(τ-β)(V2-τ2)1/2=1β[-1τβ+1(τ-β)β-1τ2]A(V2-τ2)3/2.After integrating the first term of (31) with respect to variable τ, W(τ) can be attained according to literature [23] as follows:(32)W1(τ)=∫W1′(τ)dτ=1β∫-1τβA(V2-τ2)3/2dτ=-Aβ2∫Aτ(V2-τ2)3/2dτ=-AV2β2[1V2-τ2-1Vln⁡V+V2-τ2τ].The crack propagates along thex-axis, so W(τ)can be performed in the definite integral, and we take constant C=0. Then putting (32) into (6), (5), the subdistrict displacement v1 is attained as(33)v1=Re∫0tW1(τ)dτ=Re∫∞x/t-AV2β2⋅[1V2-τ2-1Vln⁡V+V2-τ2τ]⋅(-xτ2)dτ=AxV3β2Re[-V2-τ2Vτ-(V2-τ2Vτ-1τln⁡V+V2-τ2τ)]|∞x/t=AxV3β2Re[-2V2-τ2Vτ+1τln⁡V+V2-τ2τ]|∞x/t=-2AV4β2V2t2-x2+AtV3β2ln⁡|Vt+V2t2-x2x|,|x|<Vt.After integrating the second nape of (31) with respect to variable τ, W2(τ) can be obtained according to literature [23] as follows:(34)W2(τ)=∫W2′(τ)dτ=∫Aβ2(τ-β)(V2-τ2)3/2dτ=Aβ2∫(τ+β)(τ2-β2)(V2-τ2)3/2dτ=Aβ2[1(V2-β2)V2-τ2+12(V2-β2)3ln⁡|V2-β2-V2-τ2V2-β2+V2-τ2|+βτV21(V2-β2)V2-τ2+12(V2-β2)3×ln⁡|V2-β2τ-V2-τ2βV2-β2τ+V2-τ2β|]=Aβ2(V2-β2)⋅{(1+βτV2)1V2-τ2+12V2-β2×[ln⁡|V2-β2-V2-τ2V2-β2+V2-τ2|+ln⁡|V2-β2τ-V2-τ2βV2-β2τ+V2-τ2β|]}+C.The crack moves along thex-axis, so W2(τ)can be performed in the definite integral, and we take constant C=0. Then putting (34) into (6), (5), the zonal displacement v1 is gained as(35)v2=Re∫0tW2(τ)dt=Re∫∞x/tW2(τ)⋅(-xτ2)dτ=Re∫∞x/tAβ2(V2-β2)⋅{|V2-β2τ-V2-τ2βV2-β2τ+V2-τ2β|(1+βτV2)1V2-τ2+12V2-β2×[ln⁡|V2-β2-V2-τ2V2-β2+V2-τ2|+ln⁡|V2-β2τ-V2-τ2βV2-β2τ+V2-τ2β|]}(-xτ2)dτ=-Axβ2(V2-β2)×Re{|V2-β2τ-V2-τ2βV2-β2τ+V2-τ2β|-V2-τ2V2τ-βV3ln⁡|V+V2-τ2τ|+12Vβln⁡|V+V2-τ2V-V2-τ2|-12V2-β2(1τ-1β)×[ln⁡|V2-β2-V2-τ2V2-β2+V2-τ2|+ln⁡|V2-β2τ-V2-τ2βV2-β2τ+V2-τ2β|]}|∞x/t=-Axβ2(V2-β2)×Re{|V2-βτ-(V2-β2)(V2-τ2)V2-βτ+(V2-β2)(V2-τ2)|-V2-τ2V2τ-βV3ln⁡|V+V2-τ2τ|+12Vβln⁡|V+V2-τ2V-V2-τ2|-12V2-β2(1τ-1β)×ln⁡|V2-βτ-(V2-β2)(V2-τ2)V2-βτ+(V2-β2)(V2-τ2)|⋅}|∞x/t=Aβ2(V2-β2)×[V2t2-x2V2+βxV3ln⁡|Vt+V2t2-x2x|-x2Vβln⁡|Vt+V2t2-x2Vt-V2t2-x2|+(x-βt)2βV2-β2×ln⁡|V2t-βx+(V2-β2)(V2t2-x2)V2t-βx-(V2-β2)(V2t2-x2)|⋅V2t2-x2V2]=Aβ2(V2-β2)×[V2t2-x2V2+(x-βt)2βV2-β2×ln⁡|V2t-βx+(V2-β2)(V2t2-x2)V2t-βx-(V2-β2)(V2t2-x2)|⋅]|x|<Vt.After integrating the third nape of (31) with respect to variable τ, W3(τ) can be obtained in terms of literature [23] as(36)W3(τ)=-1β∫Aτ2(V2-τ2)3/2dτ=-AV4β(-V2-τ2τ+τV2-τ2)+C.The crack expands along thex-axis, so W3(τ) can be performed in the definite integral, and we also take constant C=0. Then inserting (36) into (6), (5), the zonal displacement v3 is acquired as(37)v3=∫0tReW3(τ)dt=Re∫∞x/t-xτ2W3(τ)dτ=Re∫∞x/t-xτ2⋅-AV4β(τV2-τ2-V2-τ2τ)dτ=Ax2V4βRe(V2-τ2τ2-3Vln⁡V+V2-τ2τ)|∞x/t=At2V4βV2t2-x2x-3Ax2V5βln⁡|Vt+V2t2-x2x|,|x|<Vt.The displacementv is the sum of divisional displacement: v=v1+v2+v3. After the summation of (33), (35), and (37), the displacement v is gained:(38)v=Aβ2(V2-β2)×[V2t2-x2V2+βxV3ln⁡|Vt+V2t2-x2x|-x2Vβln⁡|Vt+V2t2-x2Vt-V2t2-x2|+(x-βt)2βV2-β2×ln⁡|V2t-βx+(V2-β2)(V2t2-x2)V2t-βx-(V2-β2)(V2t2-x2)|⋅]-2AV4β2V2t2-x2+AtV3β2ln⁡|Vt+V2t2-x2x|+At2V4βV2t2-x2x-3Ax2V5βln⁡|Vt+V2t2-x2x|=Aβ{[1(V2-β2)V2β-2V4β+t2V4x]V2t2-x2-x2V(V2-β2)β2ln⁡|Vt+V2t2-x2Vt-V2t2-x2|+(x-βt)2β2(V2-β2)3/2×ln⁡|V2t-βx+(V2-β2)(V2t2-x2)V2t-βx-(V2-β2)(V2t2-x2)|⋅]+[xV3(V2-β2)+tV3β-3x2V5]×ln⁡|Vt+V2t2-x2x|},|x|<Vt.Then substituting|x|=αtinto (38), the bridging fibrous fracture speed α of fiber concrete can be readily attained, while V, β, and t are also referred to as known constants, where Δis also determined by single-axis tensile test of bridging fibers of concrete in terms of same ways of the first problem studied.


## 6. Depiction of Dynamic Stress Intensity Factor

Analytical solutions need transforming into numerical solutions in the light of real situation of idiographic problems, hence variable law of dynamic stress intensity factor can be denoted better. The corresponding parameters [4] are put into (18) and (28) to plot K1(t) as a function of time t, respectively, and the numerical solutions of them are facilely obtained. The correlative parameters are given as follows [4]:(39)E=3.3×1010N/m2(3.3×104N/mm2),ν=0.17,KIC=1.1979×106N/m3/2(37.88N/mm2),ρ=2400×9.8N/m3,V=800m/s,P=600N.Known from (18), dynamic stress intensity factor K1(t) decays gradually to slow down and has obvious singularity, because sole variable t locates in the denominator of this expression; moreover the rest quantities are regarded as real constants, and such a trend is expressed by the curve in Figure 4. This mutative current is similar to the result of pieces of Literature. [21, 24]. The correlative numerical value relationships are represented in Table 1.Table 1
Relevant numerical values between dynamic stress intensity factorK1(t) and time t.
t/ms246810K1(t)×106/N.m-3/27.41415.24264.28063.70713.3157t/ms1214161820K1(t)×106/N.m-3/23.02682.80232.62132.47142.3446Figure 4
Dynamic stress intensity factors versus time.In terms of (28), dynamic stress intensity factor K1(t) increases gently from zero and even reaches or exceeds fracture toughness of this material because variable t lies in its numerator; this result leads to the structural instability, as depicted in Figure 5. Such a trend is homogeneous to the aftermath in pieces of literature [25, 26]; therefore it is right. The relative numerical value relations are illuminated in Table 2Table 2
Relevant numerical values between dynamic stress intensity factorK1(t) and time t.
t/ms246810K1(t)×10-4/N.m-3/20.93801.32651.62461.87592.0973t/ms1214161820K1(t)×10-4/N.m-3/22.29752.48162.65292.81392.9661Figure 5
Dynamic stress intensity factors versus time.AtV→0, t→∞,we will have Vt→a; here a is the length of static crack, and the above dynamic solutions can be translated into static solutions [4].AtV→0,t→∞,dynamic stress intensity factor of the two problems researched is less than fracture toughness K1C of this kind of concrete; consequently the structure is safe.


## 7. Conclusion

Analytic solutions of the dynamic crack model of fiber reinforced concrete were found by the measures of complex variable theory. The approach developed in this paper based on the methods of the self-similar functions makes it conceivable to acquire the concrete solution of fiber reinforced concrete and bridging fibrous fracture speedα. This is regarded as the analogous class of dynamic problem of the elasticity theory. However, the present solution appears to be the most straightforward and intuitive of all alternative approaches appeared up to now. Indeed, we have succeeded in a mixed Keldysh-Sedov boundary value problem on a half-plane. The problem is of adequate factual interest, since all of the members of structures in which fractures may expand are of finite dimensions and are frequently in the modality of long strips. The measure of solution is based exclusively on techniques of analytical function theory and is simple and compendious. By making some observations regarding the solution of the mixed boundary value problem we have reasonably decreased the amount of the calculative work needed to resolve such a crack propagation problem. The approaches of self-similar functions are still applicable in researches of mode I semi-infinite crack [22, 27], mode III crack [23, 28–31], and mode III interface crack [32–38] as well as axially crack [10, 39–41].Utilizing the representationf(x,y,t)=tnf(x/t,y/t), where n is an integral number, the problem can be transformed into homogeneous function of x and t of zeroth dimension, namely, self-similar function. This function being the analytical solution can be gained by (4), (5), (6), and (7) with homogeneous function of variable τ. This method can be used in elastodynamics [10–13, 22, 27–39], in elastostatics [14, 17, 42, 43] and even in other situations [15, 43, 44].



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*Source: 971472-2012-03-08.xml*