Research Article  Open Access
Experimental and Analytical Study of Slender Reinforced Concrete Shear Wall under Cyclic InPlane Lateral Load
Abstract
This study describes a slender reinforced concrete shear wall experimental test under inplane cyclic lateral load, and the development of an analytical model which uses the fiber method approach to consider hysteretic nonlinear constitutive material models behavior. The shear wall tested had bending behavior, since the amount of longitudinal reinforcing bars produced weak bending capacity compared to the shear strength. The analytical model tries to represent global and local behavior of the wall, and its calibration is based on reaching experimental parameters like area enclosed and secant stiffness on every loop. After the analytical model was calibrated, the relation between some performance points and damage states observed during the test is studied.
1. Introduction
Many authors have studied experimental concrete shear wall models tested in a laboratory under cyclic inplane lateral load and have developed analytical models which represent with good accuracy the global and local hysteretic experimental behavior. Park et al. (1987) contributed to the state of the art in modeling of reinforced concrete behavior and structural analysis, for developing the analytical tool IDARC (Inelastic Damage Analysis of Reinforced Concrete FrameShearWall Structures) [1]. This tool was developed to support experimentation, design processes, and represent damage by using some original constitutive models.
Wallace and Moehle (1992) described an analytical procedure to determine the need for concrete confinement at the boundaries of structural walls in building subjected to earthquakes and concluded that confinement is not required for symmetrically reinforced rectangular wall cross sections but could be necessary at the extremities of walls having T, L, or other similarly shaped cross sections [2].
Ile and Reynouard (2000) proposed a constitutive model for predicting the cyclic response of reinforced concrete structures; the model adopted the concept of a smeared crack approach with orthogonal fixed cracks and assumed a plane stress condition; this model was compared with experimental results of a shear wall tested at NUPEC’s Tadotsu Engineering Laboratory and finally after several models and comparisons the numerical results showed good correlation between the predicted and the actual response [3].
Hidalgo et al. (2002) studied the behavior of reinforced concrete walls that exhibit the shear mode of failure; this study tested 26 fullscale specimens subjected to cyclic horizontal displacements of increasing amplitude; test parameters were the aspect ratio of the walls, the amount of vertical and horizontal distributed reinforcement, and the compressive strength of concrete. The investigation gave conclusions about the dissipation characteristics and the strength deterioration after maximum strength shown by the walls and the influence of vertical distributed reinforcement on the seismic behavior of walls [4].
Thomsen IV and Wallace (2004) have taken the results of experimental studies of moderatescale, slender wall specimens with rectangularshaped and Tshaped cross sections and verified the results predicted using displacementbased design and concluded that displacementbased design is both a powerful and flexible tool for assessing wall detailing requirements [5].
Su and Wong (2007) tested walls in the form of a slender vertical cantilever with an aspect ratio of 4, fabricated with high strength concrete and high longitudinal ratio, and identified that axial load ratio is an indispensable parameter for consideration in seismic performance assessment of reinforced concrete shear walls [6].
Kuang and Ho (2008) investigated the seismic behavior and displacement ductility of the shear walls; in this study largescale nonseismically detailed, squat reinforced concrete shear walls with aspect ratios of 1.0 and 1.5 are tested, as practiced in low to moderate probability of seismic occurrence regions, under reversed cyclic loading, and it is shown that an ordinary squat shear wall with nonseismic design and detailing may not have sufficient ductility to respond adequately to an unexpected moderate earthquake [7].
After reviewing several investigations, and with the aim of contributing with the state of the art of reinforced concrete shear walls, this study proposes a slender reinforced concrete shear wall with relation between height of the applied load and length equal to 2.8. The wall was subjected to a cyclic inplane lateral load at CIVEPN at Ecuador, and it is intended to use experimental results to make a model using SeismoStruct. Finally this study verifies performance criteria between experimental and analytical models, as well as checking the influence of shear on slender walls.
The proposed analytical model considers the shear wall as an inelastic frame forcebased element, with nonlinear behavior of its materials, using the following constitutive models: bilinear steel model (stl_bl); MenegottoPinto steel model (stl_mp) [8]; DoddRestrepo steel model (stl_dr) [9]; and Mander et al. nonlinear concrete model (con_ma) [10]. Finally the model establishes the best constitutive material combination that converges better with the experimental results. The main goal of this study is to develop a nonlinear structural model using the fiber method approach and validate it by comparing with experimental results obtained in laboratory. One of the most important parameters of shear walls is the relation between height and length . This relation is known as aspect ratio. Shear walls with are called slender shear walls and behave as a cantilever beam, so in these walls bending effects have the main contribution on the global wall behavior.
2. Shear Wall Geometry and Design
The shear wall tested was 4.40 m high and 1.5 m long. Their boundary elements have a section of 0.3 m × 0.3 m, and its web thickness was 0.15 m. In Figure 1 it is possible to see general dimensions, shear wall components, and test implementation.
According to ACI 31814 [12], shear strength could be calculated using In order to determine bending strength of the concrete shear wall, interaction diagram could be calculated using its transversal section shown in Figure 2.
The shear wall was designed using ACI 31814 [12]. Geometry and reinforcement were selected to get flexural failure. The mean concrete compressive strength obtained in laboratory tests was 21.62 MPa, and mean steel tensile strength was 492.37 MPa.
3. Instrumentation and Loading Protocol
The shear wall was instrumented with a load cell and two linear variable differential transformers (LVDT), and strain gauges were attached to the rebar and transverse reinforcement. Figure 3 shows wall instruments, and Table 1 has the nomenclature of each strain gauge.

Figure 4 shows the loading protocol used to test the concrete shear wall, and Figure 5 shows the experimental hysteresis cycles of the shear wall under inplane lateral load. Furthermore, it is possible to see in Figure 5 strength degradation after four cycles of yielding. The loading protocol tried to get the performance of the wall from its linear behavior to its yielding by the increasing of the lateral load on every cycle and after yielding by the increasing of lateral displacement.
4. Experimental Test Observations
In Figure 6 is possible to see an evolution of cracks at the end of each cycle. Furthermore, it shows a percentage of height with damage and a thickness of representative cracks in millimeters at the bottom of the shear wall. After each cycle the increase of cracks was identified and painted, and some measurements like the cracking height on the wall surface and the crack width were determined by a measuring tape and a crack width ruler, respectively. Italic, bold, and bold italic fonts indicate a classification for slight, moderate, and extensive damage; the criteria considered for this classification are presented in Table 2.

At the end of the test, it is possible to observe a crack at the base of the structure, and it tends to be horizontal. This huge crack demonstrates a flexural failure. Table 2 describes the shear wall damage during lateral load.
In order to compare test observations, the FEMA 306 component damage classification is presented in Table 3 [13].

In fact, it is possible to compare both tables and make an equivalence. At the end of the test, the shear wall has an extreme damage according to FEMA 306 [13], which means it requires replacement. In fact, shear wall shows yielding of its rebar and major spalling of unconfined concrete.
5. Description of Models
As described above, the tested structure is a shear wall with a height of 4.20 m on the applied load and a length of 1.5 m parallel to the direction of the applied load; hence a length to height ratio of 0.36 was obtained. Shear walls up to a ratio of 0.2 can be analyzed acceptably with bending theory [14] and according to concrete design codes, as ACI 31814 [12], they could be considered with flexural behavior against a lateral load inplane direction if they have a ratio of 0.4. Then in this case it would be necessary calculate shear deformation. The current shear deformation influence on this tested shear wall in the applied force direction is approximately calculated below using Virtual work:with and being the lateral deformation by shear and bending, respectively, a shape factor due to a maximum and average shear stress along the section, the area of the section, the major inertia moment of the section, the shear modulus, the Young modulus, the height of the element, and , and the real and virtual shear and the real and virtual moment, respectively. Simplifying the model as if it is isotropic: and taking the Poisson Modulus. with being the radius of gyration (), and a cantilever element of an effective length of; thenResulting from this structure, shear deformation related to bending deformation is around . To check up on the shear influence and other influence parameters a framedtype model was elaborated. At the beginning it was only working in flexure and later it was compared against a model with a shear spring that takes into account all shear deformation. Also other parameters as constitutive models were compared. To shape a shear wall with those characteristics using only a frame element and to simulate its linear and nonlinear behavior, a fiber model was made in the program SeismoStruct [11]; it is a freely downloadable Finite Element package capable of making static and dynamic analysis of framedtype structures, regarding geometric and material nonlinearities.
One important reason to use SeismoStruct was because it allows studying the historical performance of every section and component selected, and thus the comparison between the real and the mathematical model made can be more illustrative.
The fiber model made is an inelastic forcebased frame element joined with its base by a linear shear spring, with a static timehistory load equal to the real one; the frame element was divided into five sections to study the particular behavior of them.
6. Fiber Model
This model is based on flexibility fiber elements; they are divided into longitudinal fibers with particular areas and geometric characteristics along them as shown in Figure 7. The RC section was modeled with three different types of fibers to represent unconfined concrete, confined concrete, and rebar.
The fibers follow a uniaxial stressstrain linear and nonlinear relation of each particular material, and although there is not an explicit constitutive relation between sections they stem from integration of the outcomes and it is a method which can provide good results [15].
The integration section method used in this case was the GaussLobatto one, because it was preferable to work obtaining a flexibility matrix of all the elements, since if they are analyzed based on a force field the model can be accurate enough with few integration sections [16].
Also, inasmuch as the convergence being something difficult to achieve, some values such as the number of fibers and the integration section had to vary until the goal was reached. At the end the model was made with five longitudinal sections and five hundred fibers.
7. Shear Spring
A model of a shear spring which takes into account all the shear deformation was included to get good accuracy between experimental and analytical results. The spring that was chosen considers the shear strength degradation [17]; but, the structure stress got to be below the maximum shear allowed before degradation; then this spring only worked elastically.
8. Constitutive Concrete Material
This study uses the computational software for nonlinear analysis SeismoStruct mentioned above in which there are many constitutive concrete materials, but the shear wall model studied here considers only one concrete material named as con_ma in the SeismoStruct library. The material con_ma has the proposal of Mander et al. [10] for unconfined and confined concrete, and it also has the cyclic nonlinear behavior proposed by MartinezRueda and Elnashai [18]. Con_ma represents the uniaxial nonlinear behavior for each concrete fiber obtained in the discretization of the transverse section, so the constitutive material assigned on the wall section could be unconfined or confined as it is shown in Figure 8. The wall section has two parts: the edge sections and the core section, and both of them have unconfined material for the recovering and confined material for concrete inside the hoops.
(a) Wall sections
(b) Confined concrete
(c) Unconfined concrete
Mander et al. [10] proposed that unconfined concrete material is modified in strength and strain when there is transverse lateral reinforcement to confine it, so the constitutive material for confined concrete gains ductility and resistance (Figure 9). The properties used to define the constitutive model for unconfined concrete are listed in Table 4, and they are modified by confinement factors listed in Table 5 which increase strength and strain because of the presence of transverse lateral reinforcement.


The fiber method approach permits recording the time series of the constitutive behavior in any transverse section fiber, so in Figure 10 there is a fiber comparison between confined concrete and unconfined concrete fibers. It is shown that unconfined concrete gets to its maximum stress, but the confined concrete does not.
9. Constitutive Steel Material
The steel material was used as a setting parameter to calibrate the analytical model, thus there was used three steel constitutive materials presented in the SeismoStruct library. These material models have different levels of complexity, for the number and kind of data required to describe their behavior. The material models used are bilinear, DoddRestrepo, and MenegottoPinto. Each model is briefly described below.
9.1. Bilinear Steel Model
This material is called stl_bl in SeismoStruct library, and it is the simplest and one of the most efficient models of reinforcing steel. The stl_bl permits having good accuracy; however there are other models which can represent better the uniaxial steel behavior. This material can be defined by using two points as it is shown in Figure 11, and it has two slopes that determine its constitutive model. The first slope is the modulus of elasticity, and the second slope is the postyield modulus. In the parameter list of stl_bl the program permits the user to enter also the strain at which the fracture or buckling happened, but during the experimental test none of these phenomena were identified. The parameters used to define the constitutive material are listed in Table 6.

9.2. DoddRestrepo Steel Model
This model is based on macroscopic observations, and the values of stress and strain are obtained considering the instantaneous geometric properties of steel. The model focuses only on the behavior of the material, so it does not consider the buckling effect of the rebar. It also proposes a way of representing the Bauschinger effect [9]. This phenomena is a reduction in the elastic limit and a softening of the cyclic stressstrain curve of the rebar constitutive material [19]. In SeismoStruct library this material model is called stl_dr, and it considers other effects like reduction of the unloading modulus with the plastic strain, and reduction of the ultimate tensile strain as a function of the maximum compressive strain [11]. This material model is completely defined by four points as it is shown in Figure 12, and the parameters used to define the constitutive material are listed in Table 7.

9.3. MenegottoPinto Steel Model
This material was proposed by Menegotto and Pinto [8], and it is a versatile material model that considers some phenomena like isotropic hardening [20], Bauschinger effects, pinching of the hysteretic loops, bucking, and fracture [8]. In SeismoStruct [11] this material is called stl_mp, and the parameters used to define its behavior are presented in Table 8 and Figure 13.

Stl_mp model does not consider a yield plate in its stressstrain curve or have a strain hardening section. To include the effect of strain hardening stl_mp model uses the simplification proposed in stl_bl model where after yielding there is a line that joins the yielding point () with the peak load point ().
Both models stl_dr and stl_mp consider Bauschinger effect; however this effect can be modified in stl_mp by using some parameters listed in Table 8. These parameters which modify the shape of the transition curves can also produce a pinching of the hysteretic loops in the constitutive model of steel, for there is a reduction of strength and reduction of area enclosed in each loop. Because the effects of isotropic hardening were not considered, default parameters in this phenomenon were used in SeismoStruct. The pinching effect can easily be seen by comparing Figures 12 and 13 because the areas enclosed are different in both schemes. There are also changes in strength; while both have the same stress in the first tension upload, after unloading there are differences in stress for common strains.
In SeismoStruct the option to display the stressstrain behavior for any fiber is available, so in Figure 14 a comparison of the most strained rebar fiber for the three reinforcing steel models considered in this study is presented. Stl_mp is the most ductile model, and it represents better the pinching effect in every hysteretic loop. Based on the input parameters used, it can be identified in Figure 14 that Stl_dr is the model with the major strength; however it also is the less ductile model.
Analytical Model Calibration. After defining the method and the constitutive models for materials and phenomena used in this study, it is necessary to identify which combination fits better with global experimental results of displacement at the top and force applied. There are two parameters considered to compare the analytical models proposed. They are area enclosed and secant stiffness, and these parameters were defined in every hysteretic loop. The area enclosed permits quantifying the amount of energy dissipated in KN·mm, and the secant stiffness gives a ratio of force and displacement between limit points in every loop. In Figure 15(a) a comparison is presented between experimental results and analytical results for the three steel constitutive models used in this study, so it is easily seen the better approximation of the model which considers stl_mp for rebar. The model presented in Figure 15(c) fits better because stl_mp model gives the option to modify the constitutive material for rebar by including the effect of pinching. In Figure 16 the amount of area enclosed in each loop for the compared models is presented, and in Table 9 which model has less difference in the amount of energy dissipated is defined. In conclusion all the proposed models have good fit for area enclosed; however the model which has stl_mp for rebar has more accuracy. In Figure 17 values of secant stiffness in each loop for the compared models are presented, and in Table 10 which model has less difference of this parameter is defined. The difference between experimental and analytical secant stiffness in the first four cycles is high, and there are good results from cycle 5 onwards. The high difference in the first cycles is because the measure instruments used in experimental test are not good enough to work with small displacements, so there is a loss of accuracy. If the results of the first four cycles obtained in the analytical model are compared with the values obtained with bending and shear elastic theory, there are no differences between them.


(a) With stl_bl in rebar
(b) With stl_dr in rebar
(c) With stl_mp in rebar
Calibrated Model Behavior. After the model was calibrated some data could be obtained by studying the analytical model. SeismoStruct has tools to identify local behavior (stressstrain) in each fiber and then relate this with overall behavior (forcedisplacement) in the structure. Figure 18 plots the response of base shear and lateral displacement on the wall control point and also has some performance points like yield stress of rebar (), unconfined concrete maximum compressive stress (), and 0.8. These performance points are located on the Base ShearDisplacement curve by identifying their instances of occurrence. Performance points permit defining damage states and then relate those states with overall behavior like lateral displacement or drifts.
In Table 11 the summary of performance points in the overall behavior of the wall is presented, and a proposed damage state is included by the observation done after experimental test.

In Figure 19 the secant stiffness variation in every loop is presented, and Table 12 shows the calculated reduction of secant stiffness. Between cycle 4 and cycle 5 happened the first reduction of 63% of the secant stiffness, so in this range the first crack happened. The first crack was observed in cycle 4 during the experimental test, and before this cycle there is an elastic behavior in the shear wall. After cycle 5 there is secant stiffness reduction in every loop, and after cycle 11 this reduction was around 98%.

From 63% to 79% secant stiffness reduction there is slight damage, and from 80% to 95% secant stiffness reduction there is moderate damage. Finally from 95% secant stiffness reduction onwards there is extensive damage.
Linear and nonlinear flexure contribution are produced by the wall body modeled with the fiber method approach while the linear shear contribution is considered by a linear shear spring. In Figure 20, the amount of flexure and shear contribution of total lateral displacement on the wall control point is presented. Before cycle 4 during elastic behavior the flexural contribution is around 88.77%, and shear contribution is around 12.11%. After Cycle 4 with damage happening there is an increase in flexural contribution in cycles 5 to 7, and then in cycles 8 to 11 the contribution was similar to the first cycles.
10. Conclusions
First cracks appear between the lateral applied load of –four tons and + six tons; they are caused by the bending moment near the wall base. Cracks tend to be horizontal, and they are along its boundary elements and the web of the shear wall. At the end of the test, a horizontal crack developed at the bottom of the shear wall confirms a flexural failure. Furthermore, it shows cracks over 60% of its height, and cracks at the bottom have more than two millimeters of thickness.
This slender shear wall has high bending contribution on linear and nonlinear lateral displacements, being more than 88% of the total displacement on each cycle. Most of the response was produced by bending in both experimental and analytical results; however to obtain more accurate results it is necessary to include a linear shear deformation link in the analytical model.
Hysteretic nonlinear behavior on the structure tested was the result of nonlinear effects considered in concrete and rebar constitutive materials because the shear spring used in the analytical model had linear behavior in each cycle.
The yield of rebar occurs just before observing moderate damage. The reason must be because the rebar loses stiffness then forces are conveyed to concrete, and the loss of stiffness in the steel allows greater deformations in the structure.
Although the hysteretic capacity curve changes its shape with different models of steel, the secant stiffness has no significant variation with the steel models used in this study.
The steel model is one important factor for calibrating the hysteretic energy dissipation in the slender shear wall studied in this document. Steel models do not improve the calibration of static structural properties like stiffness, strength, and displacement, but they can get a better approximation of dynamic properties like hysteretic energy dissipation.
This study uses only one concrete material model because [10] is considered as one of the most robust analytical models for representing hysteretic nonlinear concrete behavior, and this document wants to focus on the influence of steel material model as the main parameter of variation.
Performance points obtained by the analysis of uniaxial nonlinear behavior of the materials used in this document can be considered as reference points to identify the propagation of damage in slender shear walls.
Conflicts of Interest
The authors declare that there are no conflicts of interest regarding the publication of this article.
References
 Y. J. Park, A. M. Reinhorn, and S. K. Kunnath, IDARC, Inelastic Damage Analysis of Reinforced Concrete FrameShearWall Structures, National Center for Earthquake Engineering Research, 1987.
 J. W. Wallace and J. P. Moehle, “Ductility and detailing requirements of bearing wall buildings,” Journal of Structural Engineering, vol. 118, no. 6, pp. 1625–1644, 1992. View at: Publisher Site  Google Scholar
 N. Ile and J. M. Reynouard, “Nonlinear analysis of reinforced concrete shear wall under earthquake loading,” Journal of Earthquake Engineering, vol. 4, no. 2, pp. 183–213, 2000. View at: Google Scholar
 P. A. Hidalgo, C. A. Ledezma, and R. M. Jordan, “Seismic behavior of squat reinforced concrete shear walls,” Earthquake Spectra, vol. 18, no. 2, pp. 287–308, 2002. View at: Publisher Site  Google Scholar
 J. H. Thomsen IV and J. W. Wallace, “Displacementbased design of slender reinforced concrete structural walls  Experimental verification,” Journal of Structural Engineering, vol. 130, no. 4, pp. 618–630, 2004. View at: Publisher Site  Google Scholar
 R. K. L. Su and S. M. Wong, “Seismic behaviour of slender reinforced concrete shear walls under high axial load ratio,” Engineering Structures, vol. 29, no. 8, pp. 1957–1965, 2007. View at: Publisher Site  Google Scholar
 J. S. Kuang and Y. B. Ho, “Seismic behavior and ductility of squat reinforced concrete shear walls with nonseismic detailing,” ACI Structural Journal, vol. 105, no. 2, pp. 225–231, 2008. View at: Google Scholar
 M. Menegotto and P. E. Pinto, “Method of analysis for cyclically loaded R.C. plane frames including changes in geometry and nonelastic behaviour of elements under combined normal force and bending,” in Proceedings of the Symposium on the Resistance and Ultimate Deformability of Structures Acted on by Well Defined Repeated Loads, International Association for Bridge and Structural Engineering, pp. 15–22, Zurich, Switzerland, 1973. View at: Google Scholar
 L. L. Dodd and J. I. RestrepoPosada, “Model for predicting cyclic behavior of reinforcing steel,” Journal of Structural Engineering (United States), vol. 121, no. 3, pp. 433–445, 1995. View at: Publisher Site  Google Scholar
 J. B. Mander, M. J. N. Priestley, and R. Park, “Theoretical stressstrain model for confined concrete,” Journal of Structural Engineering, vol. 114, no. 8, pp. 1804–1826, 1988. View at: Publisher Site  Google Scholar
 SeismoSoft. (January 26, 2017). SeismoStruct—A Computer Program for Static and Dynamic nonlinear analysis of framed structures. http://www.seismosoft.com.
 ACI 318S14, Requisitos de reglamento para el Concreto Estructural y Comentario, American Concrete Institute.
 FEMA 306, Evaluation of Earthquake Damaged Concrete and Masonry Wall Buildings.
 B. S. Smith and A. Girgis, “Simple analogous frames for shear wall analysis,” Journal of Structural Engineering (United States), vol. 110, no. 11, pp. 2655–2666, 1984. View at: Publisher Site  Google Scholar
 F. F. Taucer, E. Spacone, and F. C. Filippou, A fiber BemColumn Element for Seismic Response Analysis of Reinforced Concrete Structures, Earthquake Engineering Research Center, Berkeley, Calif, USA, 1991.
 A. Neuenhofer and F. C. Filippou, “Plastic hinge integration method for forceelement models,” Journal of Structural Engineering, vol. 7, no. 123, pp. 958–966, 1997. View at: Google Scholar
 K. J. Elwood, “Modelling failures in existing reinforced concrete columns,” Canadian Journal of Civil Engineering, vol. 31, no. 5, pp. 846–859, 2004. View at: Publisher Site  Google Scholar
 J. E. MartinezRueda and A. S. Elnashai, “Confined concrete model under cyclic load,” Materials and Structures/Materiaux et Constructions, vol. 30, no. 197, pp. 139–147, 1997. View at: Google Scholar
 M. Bruneau, C. M. Uang, and S. R. Sabelli, Ductile design of steel structures, McGraw Hill Professional, 2011.
 F. C. Filippou, E. P. Popov, and V. V. Bertero, “Effects of bond deterioration on hysteretic behaviour of reinforced concrete joints,” Tech. Rep. EERC 8319, Earthquake Engineering Research Center, University of California, Berkeley, Calif, USA, 1983. View at: Google Scholar
Copyright
Copyright © 2017 Diego Sosa et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.