# Computation of Deflections for PC Box Girder Bridges with Corrugated Steel Webs considering the Effects of Shear Lag and Shear Deformation

Authors: Wei Ji; Kui Luo; Jingwei Zhang
Journal: Mathematical Problems in Engineering
 (2020)

---

## Abstract

Prestressed concrete (PC) girders with corrugated steel webs (CSWs) have received considerable attention in the past two decades due to their light self-weight and high prestressing efficiency. Most previous studies were focused on the static behavior of CSWs and simple beams with CSWs. The calculation of deflection is an important part in the static analysis of structures. However, very few studies have been conducted to investigate the deflection of full PC girders or bridges with CSWs and no simple formulas are available for estimating their deflection under static loads. In addition, experimental work on full-scale bridges or scale bridge models with CSWs is very limited. In this paper, a formula for calculating the deflection of PC box girders with CSWs is derived. The longitudinal displacement function of PC box girders with CSWs, which can consider the shear lag effect and shear deformation of CSWs, is first derived. Based on the longitudinal displacement function, the formula for predicting the deflection of PC box girders with CSWs is derived using the variational principle method. The accuracy of the derived formula is verified against experimental results from a scaled bridge model and the finite element analysis results. Parametric studies are also performed, and the influences of shear lag and shear deformation on the deflection of the box girder with CSWs are investigated by considering different width-to-span ratios and different girder heights. The present study provides an effective and efficient tool for determining the deflection of PC box girders with CSWs.


---

## Body

## 1. Introduction

Prestressed concrete (PC) girders with corrugated steel webs (CSWs) are a new type of girders that can take full advantages of the material properties of the concrete flanges, prestressed tendons, and steel webs. As shown in Figure1, the upper and bottom concrete flanges provide the bending strength while the CSWs provide the necessary shear capacity but contribute little to the bending capacity [1].Figure 1
Main components of a PC box girder with CSWs.Bridges with this type of girders are aesthetically pleasing and attractive from the viewpoint of both saving construction time and cost effectiveness. Moreover, the CSWs do not absorb much prestressing force in the concrete flanges and can therefore improve the prestressing efficiency over the conventional PC box girders.Most of the previous studies focused on the shear buckling of CSWs [2, 3]. The static and dynamic characteristics of box girder bridges with CSWs considering the effects of shear lag and shear deformation have been studied by some scholars [4–6]. The flexural behavior of I-girders with CSWs has also been studied by many researchers [5, 7–11]. In addition, the fatigue performance of girders with CSWs was also studied by some researchers [12, 13].Deflection is a very important indicator for structures’ stiffness and bearing capacity. However, very few studies have been conducted to investigate the deflections of full PC girders or bridges with CSWs. Meanwhile, no simple formulas are available for estimating the deflection of PC girder bridges with CSWs. In addition, most previous studies were focused on the behavior of CSWs or steel beams with CSWs rather than the performance of full bridges with CSWs, and very few experimental studies have been reported on the overall performance of PC girders with CSWs [14, 15]. Therefore, simple and accurate formulas for calculating the deflection of such girders/bridges are very desirable.For a box girder, the shear lag effect reduces the in-plane stiffness of the flanges, leading to an increase of the girder deflection [16]. Therefore, the effect of shear lag on the deflection of PC girder bridges with CSWs is considered in this study. Based on the experiments and theoretical analyses carried out to date, it has been confirmed that the shear force in the girder is mostly resisted by the CSWs [1]. The CSWs, which usually have a thickness of 10 mm, are much thinner than the webs of conventional PC box girders and therefore have smaller shear stiffness. Therefore, the effect of the shear deformation of the CSWs on the total deflection of PC box girders with CSWs should be taken into account.The main purpose of this paper is to provide an effective and efficient way for calculating the deflection of PC box girders with CSWs while considering the effects of both the shear lag and shear deformation of the CSWs. The longitudinal displacement function of PC box girders with CSWs which can consider the shear lag effect and shear deformation of CSWs is derived. Based on the longitudinal displacement function, the deflection formula of PC box girders with CSWs is deduced using the variational principle method. The accuracy of the derived formula is verified against experimental results from a scaled bridge model and also the finite element analysis (FEA) results.


## 2. Shear Modulus of CSWs

To understand the shear behavior of PC girder bridges with CSWs, it is necessary to determine the effective shear modulus of the CSWs. Samanta and Mukhopadhyay [17] proposed a formula for determining the effective shear modulus of CSWs as follows:(1)Gs=L1+L2L1+L3Es21+vs=αG,where G, Es, and vs are the shear modulus, Young’s modulus of elasticity, and Poisson’s ratio of the flat steel plates, respectively, and α is the length reduction factor, which is the ratio of the projected length L1+L2 to the actual length of the corrugated plates L1+L3 shown in Figure 2. Since the value of α is less than 1, the shear modulus of CSWs is smaller than that of flat steel plates.Figure 2
Corrugation configuration and geometric notation.


## 3. Governing Equilibrium Differential Equations

### 3.1. Description of the Problem and Assumptions

The basic assumptions made for the PC box girders with CSWs investigated in this study are summarized as follows:(1)
The CSWs have no contribution to the flexural strength of the PC box girders with CSWs due to the accordion effect.(2)
The materials of the girder are linear elastic, and the girder deflection and rotation are small.(3)
The quasiplane section assumption is adopted in calculating the stresses of the box girder with CSWs under vertical loads.(4)
The geometry and support conditions of the girder are both symmetric. Also, the normal stress and displacement in the lateral direction are assumed to be zero.A cross section of a PC box girder with CSWs is shown in Figure3, in which the shear lag effect is illustrated. The phenomenon of nonuniform normal stress distribution in the flange of a thin-walled member is called the shear lag. The coordinate system adopted in this study is illustrated in Figures 3 and 4. For a box girder with CSWs, the shear lag effect reduces the in-plane stiffness of the flanges, leading to an increase in the deflection of the PC box girder with CSWs.Figure 3
Cross section of box girder with CSWs.Figure 4
Coordinate system adopted in this study.Because of the CSW’s longitudinal failure to pull (as shown in Figure5), the effect of the shear deformation of the CSWs on the girder deflection should be considered [4, 6]. For the CSWs, the shear strain γs can be expressed as(2)γs=W′x−ϕyx,where W′x = the derivative of the vertical translation of the cross section with respect to x and φyx = the angular rotation of the box girder section about the y axis.Figure 5
Shear deformation for the box girder with CSWs in thex-z plane.


### 3.2. Warping Displacement Function for Shear Lag

The warping displacement function for shear lag should be selected cautiously because it directly reflects the warping stress distribution due to the shear lag. In the box girder with CSWs, a large shear flow is normally transmitted from the webs to the horizontal flanges. This causes the in-plane shear deformation of the flange plates, the consequence of which is that the longitudinal displacement in the central zone of the flange plate lags behind that near the webs, whereas the bending theory predicts equal displacements. Therefore, the warping displacement function for shear lag can be investigated from the in-plane shear deformation. For the box girder with CSWs with a vertical symmetrical axis as shown in Figure3, the flexural shear flow at any point of the top slab (between two CSWs) can be expressed as(3)qs=−QzIy∫Syds=QzIyhtts,where Q(z) is the vertical shear on the cross section; Iy is the moment of inertia of the cross section about the y axis; ht is the distance between the y axis and the central surface of the top slab; t is the slab thickness; and s is the contour coordinate measured along the central line of the wall and its origin is at the intersection point between the x-z plane and the central surface of top slab.The in-plane shear deformation of the top slab can be approximately expressed as(4)γxy=∂u∂s=qsGct=QzhtGcIys,where u is the longitudinal displacement of the top slab and Gc is the shear modulus of concrete slab. In equation (4), the effect of the lateral displacement of the top slab on the shear deformation is assumed to be negligible. Integrating equation (4) with respect to s gives(5)u−u0=Qzht2GcIys2,where u0 is the longitudinal displacement at the origin of s.The longitudinal displacement at the intersection between the CSWs and top slab (Point 1, as shown in Figure3) can be expressed as(6)u1=Qzht2GcIyb2+u0.The additional deflection induced by the shear lag effect of the top slab can be expressed as(7)ξ1x=u1−u0=Qzht2GcIyb2.Using the following boundary conditions, i.e.,u=u0 at y = 0 and u=u1 at y = b, the longitudinal displacement function at any point of the top slab can be expressed as(8)utx,y,z=u1x,z−1−y2b2ξ1x.The same method can also be applied to the cantilever slab and bottom slab. Therefore, the longitudinal displacement function at any point of the cantilever slab and bottom slab can be expressed as(9)ucx,y,z=u1x,z−1−ζb+b−y2ζb2ξ2x,(10)ubx,y,z=u2x,z−1−y2b2ξ3x,where ξ2x=Qzht/2GcIyζb2 is the additional deflection induced by shear lag effect of the cantilever slab and ξ3x=−Qzhb/2GcIyb2 is the additional deflection induced by the shear lag effect of the bottom slab.Based on the quasiplane section assumption of the PC box girder with CSWs, the longitudinal displacement of the CSWs at Point 1 and Point 2 (shown in Figure3) can be expressed, respectively, as follows:(11)u1x=−htdWdx−γs,(12)u2x=hbdWdx−γs,where hb is the distance between the y axis and the central surface of the bottom slab, as illustrated in Figure 3.After substituting equations (11) and (12) into equations (8)∼(10), the longitudinal displacement at any point of the cross section of the PC box girder with CSWs including the shear lag and shear deformation effects can be expressed as(13)ux,y,z=hidWdx−γs+fy,zξx,fy,z=−ht1−y2b2,for top slab,−ht1−ζb+b−y2ζb2ζ2,for cantilever slab,hb1−y2b2,for bottom slab,where fy,z is the warping displacement function for shear lag and ξx=Qz/2GcIyb2 is the additional deflection induced by the shear lag effect.


### 3.3. Governing Equations Based on the Variational Principle

Considering the symmetry of shear strain about thex-z plane, the normal strain and shear strain in the top slab, cantilever slab, and bottom slab can be given, respectively, as follows:(14)εx=∂ux,y,z∂x=fy,z⋅ξ′x+hi⋅W″−γs′,γxy=∂ux,y,z∂y=f′y,z⋅ξx.Then, the strain energy of the top slab, cantilever slab, and bottom slab of the box girder with CSWs shown in Figure3 can be expressed as follows:(15)V¯b=12∫0l∫AEcεx2dAdx+12∫0l∫AGcγxy2dAdx=12∫AEcf2y,zdA∫0lξ′x2dx+∫AEcfy,zhidA∫0lξ′xW″−γs′dx+12∫AEchi2dA∫0lW″−γs′2dx+12∫AGcf′y,z2dA∫0lξx2dx,where Ec and Gc are Young’s modulus and shear modulus of the concrete flange, respectively; Iy=∫Ahi2dA; Iff=∫Af2y,zdA; Ifh=∫Afy,zhidA; and If¯f¯=∫Af′y,z2dA.The strain energy in the CSWs is calculated as(16)V¯f=∫0lGsAs2γs2dx,where As is the total cross section area of the two CSWs.For the box girder with CSWs shown in Figure4, the potential energy stored in the girder W¯ due to the external loading can be given by(17)W¯=∫MxW″−γs′dx+∫Qxγsdx.As a result, the total potential energy of the box girder with CSWs can be calculated asΠ=V¯b+V¯f+W¯. According to the principle of minimum potential energy, it can be obtained that δΠ=0. The governing differential equations and natural boundary conditions of the system are as follows:(18)EcIyW″−γs′+EcIfhξ′x+Mx=0,(19)GcIf¯f¯ξx−EcIfhW‴−γs″−EcIffξ″x=0,(20)γs=QxGsAs,(21)δξxEcIffξ′x+EcIfhW″−γs′0l=0.Differentiating equation (18) with respect to the path variable x and then substituting the term W‴−γs″ into equation (19) results in(22)ξ″x−GcEcIyIf¯f¯IyIff−Ifh2ξx=−1EcIfhIfh2−IyIffQx.Equation (22) can be further simplified into the following:(23)ξ″x−k2ξx=−k1Qx,where k2=Gc/EcIyIf¯f¯/IyIff−Ifh2; k1=1/EcIfh/Ifh2−IyIff.Then, the general solution of equation (23) can be expressed as(24)ξx=a1shkx+a2chkx+ξ∗,where ξ∗ is the specia1 solution related to Qx and the constants a1 and a2 are determined based on the boundary conditions.Further simplification of equation (18) gives(25)W″=−MxEcIy−IfhIyξ′x+Q′xGsAs.Integrating equation (25) with respect to l, the total vertical deflection of the box girder with CSWs is calculated as(26)Wx=−∫∫MxEcIydxdx−IfhIy∫∫ξ′xdxdx+∫∫Q′xGsAsdxdx+C1x+C2=W0+W1+W2+C1x+C2,where W0 is the displacement calculated with traditional beam theory and can be calculated as W0=−∫∫Mx/EcIdxdx+C10x+C20; W1 is the displacement due to the shear lag effect and can be calculated as W1=−Ifh/Iy∫∫ξ′xdxdx+C11x+C21; and W2 is the displacement considering shear deformation effect and can be calculated as W2=∫∫Q′x/GsAsdxdx+C12x++C22. In the previous displacement expressions, C1, C2, C10, C20, C11, C21, C12, and C22 are constants and can be determined from the boundary conditions at the two ends of the box girder with CSWs.The two-span continuous box girder with CSWs under uniformly distributed loadq (as shown in Figure 6), the bending moment, and shear force at any section x can be obtained:(27)Mx=38qlx−qx22,Qx=38ql−qx.(1)
W0 is the displacement calculated with traditional beam theory:(28)W0=−∫∫MxEcIdxdx+C10x+C20=−q24EcI32lx3−x4+C10x+C20,in which the constants of integration,C10 and C20, may be determined by using the boundary conditions:Whenx=0,W0=0, C20=0.Whenx=l,W0=0, C10=ql3/48EcI.Then,(29)W0=−q24EcI32lx3−x4+ql348EcIx.(2)
W1 is the displacement due to the shear lag effect:(30)ξ″x−k2ξx=28q3EcI38l−x.The solution is as follows:(31)ξx=28q3EcIk2−38l−x−1kshkx+thkl−5kl8chklchkxk,ξ′x=28q3EcIk21−chkx+thkl−5kl8chklshkx,W1=−34∫∫ξ′xdxdx+C11x+C21,in which the constants of integration,C10 and C20, may be determined by using the boundary conditions:Whenx=0,W1=0, C20=0.Whenx=l,(32)W1=0,C11=−7qlk2EcIll22+1−chklk2+thkl−5kl8chklshklk2,W1=7qEcIk2x22+chkxk2+thkl−5kl8chklshklk2−7qk4EcI+7qxk2lEcIl22+1−chklk2+thkl−5kl8chklshklk2.(3)
W2 is the displacement considering shear deformation effect(33)W2=∫∫Q′xGsAsdxdx+C12x+C22=−q2GsAsx2+C12x+C22,in which the constants of integration,C12 and C22, may be determined by using the boundary conditions:Whenx=0,W2=0, C22=0.Whenx=l,W0=0, C10=ql3/48EcI.Then,(34)W2=−q2GsAsx2+q2GsAsxl.Figure 6
Load Case 1: a continuous box girder under uniformly distributed loads.For continuous box girder under concentrated loads (as shown in Figure7), C1, C2, C10, C20, C11, C21, C12, and C22 are constants and can be determined from the boundary conditions at the two ends of the box girder with CSWs by the same method.Figure 7
Load Case 2: a continuous box girder under concentrated loads.When0≤x≤l/2,C10=1.496/48EcIPl2, C20=0, C11=7P/2EcIk2, C21=0, C12=0, C22=0.Whenl/2<x≤l,C10=7.496/48EcIPl2, C20=−Pl3/48EcI, C11=−7P/2EcIk2, C21=7Pl/2EcIk2, C12=0, C22=0.Equation (26), which considers the effects of shear lag and shear deformation, can be used to calculate the deflection of PC box girders with CSWs provided that the boundary conditions can be given. It should also be noted that the displacement of both simply supported girders and continuous girders can be calculated provided that the boundary conditions are properly defined.


## 3.1. Description of the Problem and Assumptions

The basic assumptions made for the PC box girders with CSWs investigated in this study are summarized as follows:(1)
The CSWs have no contribution to the flexural strength of the PC box girders with CSWs due to the accordion effect.(2)
The materials of the girder are linear elastic, and the girder deflection and rotation are small.(3)
The quasiplane section assumption is adopted in calculating the stresses of the box girder with CSWs under vertical loads.(4)
The geometry and support conditions of the girder are both symmetric. Also, the normal stress and displacement in the lateral direction are assumed to be zero.A cross section of a PC box girder with CSWs is shown in Figure3, in which the shear lag effect is illustrated. The phenomenon of nonuniform normal stress distribution in the flange of a thin-walled member is called the shear lag. The coordinate system adopted in this study is illustrated in Figures 3 and 4. For a box girder with CSWs, the shear lag effect reduces the in-plane stiffness of the flanges, leading to an increase in the deflection of the PC box girder with CSWs.Figure 3
Cross section of box girder with CSWs.Figure 4
Coordinate system adopted in this study.Because of the CSW’s longitudinal failure to pull (as shown in Figure5), the effect of the shear deformation of the CSWs on the girder deflection should be considered [4, 6]. For the CSWs, the shear strain γs can be expressed as(2)γs=W′x−ϕyx,where W′x = the derivative of the vertical translation of the cross section with respect to x and φyx = the angular rotation of the box girder section about the y axis.Figure 5
Shear deformation for the box girder with CSWs in thex-z plane.


## 3.2. Warping Displacement Function for Shear Lag

The warping displacement function for shear lag should be selected cautiously because it directly reflects the warping stress distribution due to the shear lag. In the box girder with CSWs, a large shear flow is normally transmitted from the webs to the horizontal flanges. This causes the in-plane shear deformation of the flange plates, the consequence of which is that the longitudinal displacement in the central zone of the flange plate lags behind that near the webs, whereas the bending theory predicts equal displacements. Therefore, the warping displacement function for shear lag can be investigated from the in-plane shear deformation. For the box girder with CSWs with a vertical symmetrical axis as shown in Figure3, the flexural shear flow at any point of the top slab (between two CSWs) can be expressed as(3)qs=−QzIy∫Syds=QzIyhtts,where Q(z) is the vertical shear on the cross section; Iy is the moment of inertia of the cross section about the y axis; ht is the distance between the y axis and the central surface of the top slab; t is the slab thickness; and s is the contour coordinate measured along the central line of the wall and its origin is at the intersection point between the x-z plane and the central surface of top slab.The in-plane shear deformation of the top slab can be approximately expressed as(4)γxy=∂u∂s=qsGct=QzhtGcIys,where u is the longitudinal displacement of the top slab and Gc is the shear modulus of concrete slab. In equation (4), the effect of the lateral displacement of the top slab on the shear deformation is assumed to be negligible. Integrating equation (4) with respect to s gives(5)u−u0=Qzht2GcIys2,where u0 is the longitudinal displacement at the origin of s.The longitudinal displacement at the intersection between the CSWs and top slab (Point 1, as shown in Figure3) can be expressed as(6)u1=Qzht2GcIyb2+u0.The additional deflection induced by the shear lag effect of the top slab can be expressed as(7)ξ1x=u1−u0=Qzht2GcIyb2.Using the following boundary conditions, i.e.,u=u0 at y = 0 and u=u1 at y = b, the longitudinal displacement function at any point of the top slab can be expressed as(8)utx,y,z=u1x,z−1−y2b2ξ1x.The same method can also be applied to the cantilever slab and bottom slab. Therefore, the longitudinal displacement function at any point of the cantilever slab and bottom slab can be expressed as(9)ucx,y,z=u1x,z−1−ζb+b−y2ζb2ξ2x,(10)ubx,y,z=u2x,z−1−y2b2ξ3x,where ξ2x=Qzht/2GcIyζb2 is the additional deflection induced by shear lag effect of the cantilever slab and ξ3x=−Qzhb/2GcIyb2 is the additional deflection induced by the shear lag effect of the bottom slab.Based on the quasiplane section assumption of the PC box girder with CSWs, the longitudinal displacement of the CSWs at Point 1 and Point 2 (shown in Figure3) can be expressed, respectively, as follows:(11)u1x=−htdWdx−γs,(12)u2x=hbdWdx−γs,where hb is the distance between the y axis and the central surface of the bottom slab, as illustrated in Figure 3.After substituting equations (11) and (12) into equations (8)∼(10), the longitudinal displacement at any point of the cross section of the PC box girder with CSWs including the shear lag and shear deformation effects can be expressed as(13)ux,y,z=hidWdx−γs+fy,zξx,fy,z=−ht1−y2b2,for top slab,−ht1−ζb+b−y2ζb2ζ2,for cantilever slab,hb1−y2b2,for bottom slab,where fy,z is the warping displacement function for shear lag and ξx=Qz/2GcIyb2 is the additional deflection induced by the shear lag effect.


## 3.3. Governing Equations Based on the Variational Principle

Considering the symmetry of shear strain about thex-z plane, the normal strain and shear strain in the top slab, cantilever slab, and bottom slab can be given, respectively, as follows:(14)εx=∂ux,y,z∂x=fy,z⋅ξ′x+hi⋅W″−γs′,γxy=∂ux,y,z∂y=f′y,z⋅ξx.Then, the strain energy of the top slab, cantilever slab, and bottom slab of the box girder with CSWs shown in Figure3 can be expressed as follows:(15)V¯b=12∫0l∫AEcεx2dAdx+12∫0l∫AGcγxy2dAdx=12∫AEcf2y,zdA∫0lξ′x2dx+∫AEcfy,zhidA∫0lξ′xW″−γs′dx+12∫AEchi2dA∫0lW″−γs′2dx+12∫AGcf′y,z2dA∫0lξx2dx,where Ec and Gc are Young’s modulus and shear modulus of the concrete flange, respectively; Iy=∫Ahi2dA; Iff=∫Af2y,zdA; Ifh=∫Afy,zhidA; and If¯f¯=∫Af′y,z2dA.The strain energy in the CSWs is calculated as(16)V¯f=∫0lGsAs2γs2dx,where As is the total cross section area of the two CSWs.For the box girder with CSWs shown in Figure4, the potential energy stored in the girder W¯ due to the external loading can be given by(17)W¯=∫MxW″−γs′dx+∫Qxγsdx.As a result, the total potential energy of the box girder with CSWs can be calculated asΠ=V¯b+V¯f+W¯. According to the principle of minimum potential energy, it can be obtained that δΠ=0. The governing differential equations and natural boundary conditions of the system are as follows:(18)EcIyW″−γs′+EcIfhξ′x+Mx=0,(19)GcIf¯f¯ξx−EcIfhW‴−γs″−EcIffξ″x=0,(20)γs=QxGsAs,(21)δξxEcIffξ′x+EcIfhW″−γs′0l=0.Differentiating equation (18) with respect to the path variable x and then substituting the term W‴−γs″ into equation (19) results in(22)ξ″x−GcEcIyIf¯f¯IyIff−Ifh2ξx=−1EcIfhIfh2−IyIffQx.Equation (22) can be further simplified into the following:(23)ξ″x−k2ξx=−k1Qx,where k2=Gc/EcIyIf¯f¯/IyIff−Ifh2; k1=1/EcIfh/Ifh2−IyIff.Then, the general solution of equation (23) can be expressed as(24)ξx=a1shkx+a2chkx+ξ∗,where ξ∗ is the specia1 solution related to Qx and the constants a1 and a2 are determined based on the boundary conditions.Further simplification of equation (18) gives(25)W″=−MxEcIy−IfhIyξ′x+Q′xGsAs.Integrating equation (25) with respect to l, the total vertical deflection of the box girder with CSWs is calculated as(26)Wx=−∫∫MxEcIydxdx−IfhIy∫∫ξ′xdxdx+∫∫Q′xGsAsdxdx+C1x+C2=W0+W1+W2+C1x+C2,where W0 is the displacement calculated with traditional beam theory and can be calculated as W0=−∫∫Mx/EcIdxdx+C10x+C20; W1 is the displacement due to the shear lag effect and can be calculated as W1=−Ifh/Iy∫∫ξ′xdxdx+C11x+C21; and W2 is the displacement considering shear deformation effect and can be calculated as W2=∫∫Q′x/GsAsdxdx+C12x++C22. In the previous displacement expressions, C1, C2, C10, C20, C11, C21, C12, and C22 are constants and can be determined from the boundary conditions at the two ends of the box girder with CSWs.The two-span continuous box girder with CSWs under uniformly distributed loadq (as shown in Figure 6), the bending moment, and shear force at any section x can be obtained:(27)Mx=38qlx−qx22,Qx=38ql−qx.(1)
W0 is the displacement calculated with traditional beam theory:(28)W0=−∫∫MxEcIdxdx+C10x+C20=−q24EcI32lx3−x4+C10x+C20,in which the constants of integration,C10 and C20, may be determined by using the boundary conditions:Whenx=0,W0=0, C20=0.Whenx=l,W0=0, C10=ql3/48EcI.Then,(29)W0=−q24EcI32lx3−x4+ql348EcIx.(2)
W1 is the displacement due to the shear lag effect:(30)ξ″x−k2ξx=28q3EcI38l−x.The solution is as follows:(31)ξx=28q3EcIk2−38l−x−1kshkx+thkl−5kl8chklchkxk,ξ′x=28q3EcIk21−chkx+thkl−5kl8chklshkx,W1=−34∫∫ξ′xdxdx+C11x+C21,in which the constants of integration,C10 and C20, may be determined by using the boundary conditions:Whenx=0,W1=0, C20=0.Whenx=l,(32)W1=0,C11=−7qlk2EcIll22+1−chklk2+thkl−5kl8chklshklk2,W1=7qEcIk2x22+chkxk2+thkl−5kl8chklshklk2−7qk4EcI+7qxk2lEcIl22+1−chklk2+thkl−5kl8chklshklk2.(3)
W2 is the displacement considering shear deformation effect(33)W2=∫∫Q′xGsAsdxdx+C12x+C22=−q2GsAsx2+C12x+C22,in which the constants of integration,C12 and C22, may be determined by using the boundary conditions:Whenx=0,W2=0, C22=0.Whenx=l,W0=0, C10=ql3/48EcI.Then,(34)W2=−q2GsAsx2+q2GsAsxl.Figure 6
Load Case 1: a continuous box girder under uniformly distributed loads.For continuous box girder under concentrated loads (as shown in Figure7), C1, C2, C10, C20, C11, C21, C12, and C22 are constants and can be determined from the boundary conditions at the two ends of the box girder with CSWs by the same method.Figure 7
Load Case 2: a continuous box girder under concentrated loads.When0≤x≤l/2,C10=1.496/48EcIPl2, C20=0, C11=7P/2EcIk2, C21=0, C12=0, C22=0.Whenl/2<x≤l,C10=7.496/48EcIPl2, C20=−Pl3/48EcI, C11=−7P/2EcIk2, C21=7Pl/2EcIk2, C12=0, C22=0.Equation (26), which considers the effects of shear lag and shear deformation, can be used to calculate the deflection of PC box girders with CSWs provided that the boundary conditions can be given. It should also be noted that the displacement of both simply supported girders and continuous girders can be calculated provided that the boundary conditions are properly defined.


## 4. Experimental Study

### 4.1. Bridge Model and Test Setup

The bridge model used in the experimental study is a one-tenth scale model built for the Juancheng Yellow River Bridge located in Shandong Province, China. This bridge model, as shown in Figure8, is a two-span continuous concrete box girder bridge with CSWs. The length of the bridge model is 6 m in total. The bridge model is supported by a hinge in the middle and a roller support at each end. The CSWs of the bridge model have a thickness of 1.2 mm. The steel material has a yielding stress of fy = 296 MPa, Poisson’s ratio of vs = 0.3, and Young’s modulus of Es = 206 GPa. The compressive strength fc, Young’s modulus Ec, and Poisson’s ratio vc for the upper and lower concrete flanges are taken as 51.2 MPa, 34.5 GPa, and 0.2, respectively. The dimensions of the PC box girder bridge model with CSWs are shown in Figure 8.Figure 8
A PC box girder bridge model with CSWs: (a) cross-sectional view; (b) elevation view; (c) dimensions of corrugated steel web.
(a)(b)(c)Two prestressing tendons were used in the bridge model, as shown in Figure9, with the prestressing force monitored by the pressure sensors installed at the two ends of the bridge model. The prestressing tendon has a tensile strength of fpk = 1860 MPa and Young’s modulus of Ep = 195 GPa. An effective prestressing force of 130 kN was applied to each prestressing tendon.Figure 9
Layout of the prestressing tendons.The prestressing force is only used to prevent bottom concrete flange from cracking due to the large deformation caused by the self-weight when the test girder is lifted in laboratory. During the loading test, the influence of prestress force is not considered in the model test girder.


### 4.2. Static Tests

In this paper, only one bridge model is made, and two loading cases were adopted to study the deflections of this bridge model. The deflection is in uncracked stage of concrete at low level of loading, and the deflection of the composite box girder with CSWs is calculated when there is no crack in the bottom concrete flange. Load Case 1 is a uniformly distributed load, as shown in Figure8. In this study, three different magnitudes of uniformly distributed loads were tested, namely, 2 kN/m, 4 kN/m, and 6 kN/m, respectively. Figure 10 shows a picture of the bridge model loaded with a uniformly distributed load of 4 kN/m in the laboratory.Figure 10
Bridge model loaded with a uniformly distributed load of 4 kN/m.Load Case 2 consists of two equal concentrated loads applied at the midpoints of the two spans. Three different levels of concentrated load, namely, 5.0 kN, 10.0 kN, and 15.0 kN, were adopted.


### 4.3. Finite Element Model for the Bridge Model

A finite element model (FEM) was created for the PC box girder bridge model with CSWs using the software ANSYS-14. The Shell63 element, which has both bending and membrane capabilities and allows both in-plane and out-of-plane loads, was used to model the CSWs. This element has six degrees of freedom (DOFs), including three translational and three rotational DOFs, at each node. The concrete flanges and diaphragms were all modeled using the eight-node three-dimensional (3D) solid element Solid45 [18]. This element has three translational DOFs at each node. The Solid45 element also has plasticity, creep, swelling, stress stiffening, large deflection, and large strain capabilities. The prestressing tendons were modeled by the 3D two-node spar element LINK8. This element is a uniaxial tension-compression element with three translational DOFs at each node. An initial strain can be given to the LINK8 element to simulate the prestressing force.The connection between the steel webs and concrete flanges was treated as rigid connection. The same boundary conditions as described in the previous section were adopted in the finite element model. Figure11 shows the FEM of the PC box girder with CSWs.Figure 11
The FEM of the PC box girder with CSWs.


## 4.1. Bridge Model and Test Setup

The bridge model used in the experimental study is a one-tenth scale model built for the Juancheng Yellow River Bridge located in Shandong Province, China. This bridge model, as shown in Figure8, is a two-span continuous concrete box girder bridge with CSWs. The length of the bridge model is 6 m in total. The bridge model is supported by a hinge in the middle and a roller support at each end. The CSWs of the bridge model have a thickness of 1.2 mm. The steel material has a yielding stress of fy = 296 MPa, Poisson’s ratio of vs = 0.3, and Young’s modulus of Es = 206 GPa. The compressive strength fc, Young’s modulus Ec, and Poisson’s ratio vc for the upper and lower concrete flanges are taken as 51.2 MPa, 34.5 GPa, and 0.2, respectively. The dimensions of the PC box girder bridge model with CSWs are shown in Figure 8.Figure 8
A PC box girder bridge model with CSWs: (a) cross-sectional view; (b) elevation view; (c) dimensions of corrugated steel web.
(a)(b)(c)Two prestressing tendons were used in the bridge model, as shown in Figure9, with the prestressing force monitored by the pressure sensors installed at the two ends of the bridge model. The prestressing tendon has a tensile strength of fpk = 1860 MPa and Young’s modulus of Ep = 195 GPa. An effective prestressing force of 130 kN was applied to each prestressing tendon.Figure 9
Layout of the prestressing tendons.The prestressing force is only used to prevent bottom concrete flange from cracking due to the large deformation caused by the self-weight when the test girder is lifted in laboratory. During the loading test, the influence of prestress force is not considered in the model test girder.


## 4.2. Static Tests

In this paper, only one bridge model is made, and two loading cases were adopted to study the deflections of this bridge model. The deflection is in uncracked stage of concrete at low level of loading, and the deflection of the composite box girder with CSWs is calculated when there is no crack in the bottom concrete flange. Load Case 1 is a uniformly distributed load, as shown in Figure8. In this study, three different magnitudes of uniformly distributed loads were tested, namely, 2 kN/m, 4 kN/m, and 6 kN/m, respectively. Figure 10 shows a picture of the bridge model loaded with a uniformly distributed load of 4 kN/m in the laboratory.Figure 10
Bridge model loaded with a uniformly distributed load of 4 kN/m.Load Case 2 consists of two equal concentrated loads applied at the midpoints of the two spans. Three different levels of concentrated load, namely, 5.0 kN, 10.0 kN, and 15.0 kN, were adopted.


## 4.3. Finite Element Model for the Bridge Model

A finite element model (FEM) was created for the PC box girder bridge model with CSWs using the software ANSYS-14. The Shell63 element, which has both bending and membrane capabilities and allows both in-plane and out-of-plane loads, was used to model the CSWs. This element has six degrees of freedom (DOFs), including three translational and three rotational DOFs, at each node. The concrete flanges and diaphragms were all modeled using the eight-node three-dimensional (3D) solid element Solid45 [18]. This element has three translational DOFs at each node. The Solid45 element also has plasticity, creep, swelling, stress stiffening, large deflection, and large strain capabilities. The prestressing tendons were modeled by the 3D two-node spar element LINK8. This element is a uniaxial tension-compression element with three translational DOFs at each node. An initial strain can be given to the LINK8 element to simulate the prestressing force.The connection between the steel webs and concrete flanges was treated as rigid connection. The same boundary conditions as described in the previous section were adopted in the finite element model. Figure11 shows the FEM of the PC box girder with CSWs.Figure 11
The FEM of the PC box girder with CSWs.


## 5. Results and Discussion

Figures12 and 13 show the measured midspan deflections of the two spans under the uniformly distributed loads and concentrated loads, respectively. The results obtained from the finite element analysis and the developed formula are also presented for comparison.Figure 12
Midspan deflection of the test girder under uniformly distributed loads: (a) first span; (b) second span.
(a)(b)Figure 13
Midspan deflection of the test girder under concentrated loads: (a) first span; (b) second span.
(a)(b)As can be seen from Figures12 and 13, the results obtained from the developed formula match very well with the results predicted from the finite element analysis and those measured from the tested bridge model, indicating that the developed formula has satisfactory accuracy. It can also be seen from Figures 12 and 13 that the measured results of the tested bridge model are slightly smaller than the results from the finite element analysis and those measured from the tested bridge model. The reason is that actual size of bridge model is slightly larger than the design size due to the manufacturing deviation or the mold deformation, which increases the rigidity of the bridge model.It can also be observed from Figures12 and 13 that the deflections of the two spans increase linearly with the increase of loads, indicating that the bridge model was working in the linear-elastic range under all the loading cases considered.


## 6. Parametric Study

In order to further evaluate the present method, a parametric study was conducted to investigate the effects of two important parameters, namely, the width-to-span ratio and girder height, on the deflection of the girder with CSWs. The effects of shear lag and shear deformation of CSWs on the deflection of the PC box girder with CSWs were also investigated.


### 6.1. Effect of Width-to-Span Ratio

In order to analyze the influences of shear lag and shear deformation of CSWs on the deflection of PC box girders with CSWs under different width-to-span ratios, the height of the bridge model was assumed as constant. Six span lengths were investigated, namely, 1 m, 2 m, 3 m, 4 m, 5 m, and 6 m, for each span of the continuous bridge, respectively, which correspond to six width-to-span ratios of 0.650, 0.325, 0.217, 0.163, 0.130, and 0.108, respectively.Denote the contribution of the shear lag effect and shear deformation of CSWs on the total girder deflection asJ1 and J2, respectively; J1 and J2 can be calculated as follows:(35)J1=W1W×100%,J2=W2W×100%.Figures14 and 15 show the contribution of the shear lag effect and shear deformation of CSWs on the total girder deflection under uniformly distributed loads, respectively. From Figures 14 and 15, it can be seen that the shear deformation of the CSWs has a significant influence on the deflection of the bridge girder with CSWs while the shear lag effect has a relatively small influence, which only accounts for less than 6%. In addition, it is observed that the influences of shear lag and shear deformation of CSWs decrease significantly with the increase of the width-to-span ratio. As for the influence of the shear deformation of the CSWs, the contribution is reduced from over 90% with a width-to-span ratio of 0.650 to less than 50% with a width-to-span ratio of 0.108.Figure 14
Contribution of the shear lag effect on the total girder deflection under uniformly distributed loads.Figure 15
Contribution of the shear deformation of CSWs on the total girder deflection under uniformly distributed loads.Figures16 and 17 show the contribution of the shear lag effect and shear deformation of CSWs to the total girder deflection under concentrated loads, respectively. As can be seen from Figures 16 and 17, similar observations can be made as those observed from Figures 14 and 15. From the comparison of the results under different load cases, it is also observed that the contribution of the same parameter to the total girder deflection changes under different load cases.Figure 16
Contribution of the shear lag effect to the total girder deflection under concentrated loads.Figure 17
Contribution of the shear deformation of CSWs to the total girder deflection under concentrated loads.


### 6.2. Effect of Girder Height

In order to analyze the influences of shear lag effect and shear deformation of CSWs on the deflection of the PC box girder with CSWs that have different heights (denoted ashw in Figure 3), the dimensions of the top and bottom flanges were kept the same. Seven CSW heights were investigated, namely, 50 mm, 100 mm, 150 mm, 200 mm, 250 mm, 300 mm, and 350 mm, respectively.Figures18 and 19 show the contribution of the shear lag effect and shear deformation of CSWs to the total girder deflection under uniformly distributed loads, respectively. As compared to Figures 14 and 15, it can be seen from Figures 18 and 19 that the change in the height of the CSWs does not cause a significant change in the influence of both the shear lag effect and shear deformation of CSWs on the deflection of PC continuous box girder with CSWs.Figure 18
Contribution of the shear lag effect to the total girder deflection (J1) under uniformly distributed loads.Figure 19
Contribution of the shear deformation of CSWs to the total girder deflection (J2) under uniformly distributed loads.Figures20 and 21 show the contribution of the shear lag effect and shear deformation of CSWs on the total girder deflection under concentrated loads, respectively. Similar observations can be observed in Figures 20 and 21 as those observed in Figures 18 and 19. Based on the results in this section, it can be concluded that the influence of the shear deformation on the deflection of PC continuous box girder with CSWs is significant and should be considered in practice while the influence of the shear lag effect is relatively small.Figure 20
Contribution of the shear lag effect on the total girder deflection (J1) under concentrated loads.Figure 21
Contribution of the shear deformation of CSWs on the total girder deflection (J2) under concentrated loads.


## 6.1. Effect of Width-to-Span Ratio

In order to analyze the influences of shear lag and shear deformation of CSWs on the deflection of PC box girders with CSWs under different width-to-span ratios, the height of the bridge model was assumed as constant. Six span lengths were investigated, namely, 1 m, 2 m, 3 m, 4 m, 5 m, and 6 m, for each span of the continuous bridge, respectively, which correspond to six width-to-span ratios of 0.650, 0.325, 0.217, 0.163, 0.130, and 0.108, respectively.Denote the contribution of the shear lag effect and shear deformation of CSWs on the total girder deflection asJ1 and J2, respectively; J1 and J2 can be calculated as follows:(35)J1=W1W×100%,J2=W2W×100%.Figures14 and 15 show the contribution of the shear lag effect and shear deformation of CSWs on the total girder deflection under uniformly distributed loads, respectively. From Figures 14 and 15, it can be seen that the shear deformation of the CSWs has a significant influence on the deflection of the bridge girder with CSWs while the shear lag effect has a relatively small influence, which only accounts for less than 6%. In addition, it is observed that the influences of shear lag and shear deformation of CSWs decrease significantly with the increase of the width-to-span ratio. As for the influence of the shear deformation of the CSWs, the contribution is reduced from over 90% with a width-to-span ratio of 0.650 to less than 50% with a width-to-span ratio of 0.108.Figure 14
Contribution of the shear lag effect on the total girder deflection under uniformly distributed loads.Figure 15
Contribution of the shear deformation of CSWs on the total girder deflection under uniformly distributed loads.Figures16 and 17 show the contribution of the shear lag effect and shear deformation of CSWs to the total girder deflection under concentrated loads, respectively. As can be seen from Figures 16 and 17, similar observations can be made as those observed from Figures 14 and 15. From the comparison of the results under different load cases, it is also observed that the contribution of the same parameter to the total girder deflection changes under different load cases.Figure 16
Contribution of the shear lag effect to the total girder deflection under concentrated loads.Figure 17
Contribution of the shear deformation of CSWs to the total girder deflection under concentrated loads.


## 6.2. Effect of Girder Height

In order to analyze the influences of shear lag effect and shear deformation of CSWs on the deflection of the PC box girder with CSWs that have different heights (denoted ashw in Figure 3), the dimensions of the top and bottom flanges were kept the same. Seven CSW heights were investigated, namely, 50 mm, 100 mm, 150 mm, 200 mm, 250 mm, 300 mm, and 350 mm, respectively.Figures18 and 19 show the contribution of the shear lag effect and shear deformation of CSWs to the total girder deflection under uniformly distributed loads, respectively. As compared to Figures 14 and 15, it can be seen from Figures 18 and 19 that the change in the height of the CSWs does not cause a significant change in the influence of both the shear lag effect and shear deformation of CSWs on the deflection of PC continuous box girder with CSWs.Figure 18
Contribution of the shear lag effect to the total girder deflection (J1) under uniformly distributed loads.Figure 19
Contribution of the shear deformation of CSWs to the total girder deflection (J2) under uniformly distributed loads.Figures20 and 21 show the contribution of the shear lag effect and shear deformation of CSWs on the total girder deflection under concentrated loads, respectively. Similar observations can be observed in Figures 20 and 21 as those observed in Figures 18 and 19. Based on the results in this section, it can be concluded that the influence of the shear deformation on the deflection of PC continuous box girder with CSWs is significant and should be considered in practice while the influence of the shear lag effect is relatively small.Figure 20
Contribution of the shear lag effect on the total girder deflection (J1) under concentrated loads.Figure 21
Contribution of the shear deformation of CSWs on the total girder deflection (J2) under concentrated loads.


## 7. Summary and Conclusion

In this study, the formula for calculating the deflection of box girders with CSWs was derived. The longitudinal displacement function of PC box girders with CSWs which can consider the shear lag effect and the shear deformation of CSWs was first derived based on the in-plane shear deformation of the flange plates, the distribution law of flexural shear flow, and the quasiplane section assumption of the PC box girder with CSWs. Based on the longitudinal displacement function, the deflection of box girders with CSWs was then deduced using the variational principle method. The accuracy of the formula was verified against the experimental results and FEA results. The influences of shear lag and shear deformation of CSWs on the total deflection of box girders with CSWs were also investigated. Based on the results from this study, the following conclusions can be drawn:(1)
The developed formula can predict the displacement of PC box girders with CSWs with satisfactory accuracy as illustrated by the fact that the results predicted by the derived formula match very well with the experimental results and FEA results. The present method can significantly reduce the computational effort as compared to the FEA method.(2)
The influence of both the shear lag effect and shear deformation of CSWs on the deflection of PC continuous box girders with CSWs decreases significantly with the increase of the width-to-span ratio while it is not affected much by the height of the CSWs.(3)
The results from this study indicate that the influence of the shear deformation of CSWs on the deflection of PC continuous box girders with CSWs is significant and should be considered in practice while the influence of the shear lag effect is relatively small.



---

*Source: 4282398-2020-07-18.xml*