Bending and Shear Experimental Tests and Numerical Analysis of Composite Slabs Made Up of Lightweight Concrete.
Composite slabs are made up of a thin steel sheet and concrete. Reinforced bars are often needed inside the composite layer in order to reduce shrinkage as well as avoid/prevent bending stress . Stress analysis of composite slabs shall consider two phases:
(i) Implementation phase, in which the steel sheet works as a framework. In this phase, the steel sheet must withstand transmitted loads of fresh concrete.
(ii) Service phase, in which concrete and steel work together to support stress. Efficiency of the composite slab depends on the interaction between the concrete layer and the steel sheet.
In this paper, new composite slabs made up of steel deck and lightweight concrete are studied. Composite slabs are efficient and versatile elements [2, 3], but the advantages of composite slabs made of lightweight concrete (LWC) and steel make them especially suitable for industrial applications .
Firstly, composite slabs made of LWC and steel are very efficient due to the combination of these two materials, steel and concrete. The tensile strength of steel and the compressive strength of concrete provide increased slab stiffness. Secondly, the weight of these composite slabs is reduced due to the use of lightweight concrete. This advantage makes transport and storage easier, as well as reducing foundation size. Thirdly, these composite slabs are manufactured in an industrialized process and a higher quality is achieved. Furthermore, the construction process with precast concrete is easier and faster. Fourthly, the materials used are recyclable. This enhances the product life and makes the use of composite slabs a sustainable process. Finally, composite slabs made of lightweight concrete are more economical than traditional slabs. They use less concrete, do not require an auxiliary framework, and reduce the weight of the structure, among other benefits.
Structural analysis of composite slabs is based on their failure modes. The main failure modes of composite slabs are due to bending stress and longitudinal displacement:
(i) Failure mode due to "sagging moment" which is related to the bending resistance of the composite slab, Figure 1(A).
(ii) Failure mode of "longitudinal shear" because the contact between steel and concrete reaches the ultimate shear load resistance, Figure 1(B).
Sagging moment is usually the main failure mode of large and thin slabs where shear stress is low compared to bending stress. Vertical shear stress is usually lower than the others, so it is rarely the main failure mode.
In order to study the structural behaviour of composite slabs, the connection between steel and concrete must be studied. Chemical adhesion has been studied by other authors through m-k tests .
The stress transfer between LWC and steel depends on both mechanical and frictional interaction. The resistance of this contact is obtained by m-k tests which are specified in Eurocode 4 . Shear stress of composite slabs can be determined by this European Standard. However, theoretical prediction of composite slabs is very difficult because it depends on many variables, such as the geometry of steel deck and embossments.
m-k tests determine relative displacement between the steel sheet and the concrete when shear stress is applied to the composite slab. In this test, a cyclic load is applied in order to take into account the whole life cycle of the composite slabs before collapse. The application of this cyclic load is required to break the chemical bond between the steel and the LWC. In this way, other failure modes in the slabs can be identified.
Other authors have studied the efficiency of m-k tests to determine the bending behaviour of composite slabs [1-4, 6, 7]. These studies identify important considerations to achieve successful results in m-k tests, such as the introduction of crack initiators in concrete, the influence of the thickness of the steel sheet, or the influence of cyclic preloads applied. The conclusions reveal a reduction in strength due to crack initiators. However, current standards take them into account because they contribute to the control of the slab breakage. The results show the low influence of the chemical bond between concrete and steel, while embossments, coefficient of friction, and mechanical connectors guarantee suitable interaction between concrete and steel.
m-k experimental tests are based on four point bending tests. The main results show the ductile behaviour of concrete as well as a 20% of weight reduction. However, some disadvantages are presented such as a reduction of the strength capacity due to the use of LWC instead of normal concrete [8, 9].
The original contribution of this paper is the study of the structural behaviour of composite slabs made of structural lightweight concrete instead of normal concrete. Furthermore, this LWC is reinforced with polyolefin fibres in order to reduce shrinkage stress.
2. Materials and Methods
2.1. Materials. Initially, lightweight aggregates were obtained from natural resources, mainly of volcanic origin: pumice, slag, volcanic tuff, and so forth. The lack of natural resources and the increment in the demand for lightweight aggregates made industrial processes to manufacture aggregates necessary. These aggregates include expanded clay, schist, and slate, as well as industrial byproducts such as fly ash and dust from blast furnace. The properties of these aggregates depend on the raw materials and the manufacturing processes.
Lightweight aggregates of different densities can be manufactured ranging from 50 kg/[m.sup.3] for expanded perlite to 1000 kg/[m.sup.3] for clinker. The compressive strength obtained for LWCs can be increased up to 80 MPa for cubic specimens with the addition of these aggregates and high-effect additives which reduce the amount of water required. The low density of this material provides high thermal insulation in buildings, up to 6 times higher than normal concrete .
In this paper, the aggregate used is an expanded clay called "arlite." The main properties of this material are good insulation, porosity, and resistance. Arlite is usually employed to manufacture high-performance ultralight mortars. In order to compare the differences between LWC and normal concrete, four different types of concrete have been studied. Three of them are LWCs made of arlite with different densities and the fourth is normal concrete. These materials are henceforth referred to in the paper as
(i) Normal concrete (HN)
(ii) Structural lightweight concrete type 23 (LWC_LSDur-23)
(iii) Structural lightweight concrete type-28 (LWC_LSDur-28)
(iv) Structural lightweight concrete type-37 (LWC_LSDur-37).
The properties of these materials are included in Table 1 and have been determined following the National Standards UNE-EN 12390-3  and UNE-EN 12390-13 .
The Spanish Standard for composite slabs made of steel deck and structural concrete is the Eurocode 4 . This standard is based on the repealed British Standard BS5950, as well as other previous standards regarding service analysis, brittleness, and ductility.
To determine the properties of the steel used, tensile tests on 3 specimens of the same material were developed following the National Standard (UNE-EN-ISO-6892-1) . The results obtained are shown in Table 2.
From the average of the experimental results, the curve engineering stress-strain is obtained. Then, true stress-strain is obtained as shown in Figure 2.
2.2. Experimental Tests. The m-k test measures the maximum load that a composite slab is able to withstand before breakage occurs because of shear stress between the concrete and the steel sheet. Shear failure causes relative sliding between steel and concrete so that the two elements do not work together any longer.
The load applied in this test is a distributed load in two lines located L/4 from the ends of the composite slabs (see Figure 3). After applying the load incrementally, slab longitudinal shear or sagging moment failure occurs.
The test procedure is as follows:
(i) Firstly, the composite slab is weighted until breakage to obtain the maximum fracture load.
(ii) Secondly, a cyclic load ranging from 20% to 60% of the maximum fracture load is applied for 5000 cycles.
(iii) Finally, a continuous and ever-increasing load is applied until the slab breaks. The total time of the m-k test must be longer than 3600 seconds. In this test, the ultimate load ([W.sub.t]) is obtained, as well as the vertical displacement of the center of the slab (f) and the sliding between concrete and steel (dL).
A total of 16 tests were carried out: four types of concrete were studied, three LWCs and the fourth NC, for two different lengths of slabs, 2610 x 1120 x 160 mm and 2030 x 1120 x 160 mm.
Displacement transducers were used to measure the relative displacement between concrete and steel and also the deflection of the slab. Furthermore, the load applied was recorded. Thus, the graphs "load-deflection" and "load-slip" for each slab tested were obtained. m-k coefficients provided slab strength [5, Annex B].
Once the m-k coefficients are calculated, the shear strength for any geometry of each slab type can be obtained using the following equation:
[mathematical expression not reproducible], (1)
where [V.sub.c]: is the shear resistance (N). b is the width of slab (mm). [d.sub.p] is the distance between the centroidal axis of the steel sheeting and the extreme fibre of the composite slab in compression (mm). m, k are design values for the empirical factors obtained from slab tests meeting the basic requirements of the m-k method (N/[mm.sup.2]). [A.sub.p] is the nominal cross section of the sheeting ([mm.sup.2]). [L.sub.s] is the shear span defined in Figure 3 (mm). [[gamma].sub.v] is the partial safety factor for the ultimate limit state .
The results obtained regarding shear resistance depend on the length of the slab; see Table 4.
2.3. Numerical Analysis. Two different FEA models were built, both for short (2030 mm) and long (2610 mm) composite slabs. In order to reduce computational costs, a simplified model was used, corresponding to 1/16 of the geometry of the slab, applying symmetry boundary conditions on the cutting planes (see Figure 4).
The steel deck was modelled using 4-node shell elements (SHELL181), while 8-node solid elements (SOLID185) were used to model the concrete slab (see Figure 5(a)) . The mesh density was increased in the contact area between both materials (see Figure 5(b)). The main features of the mesh used for each model are included in Table 3.
The following boundary conditions were applied:
(1) Symmetry boundary conditions at the model cutting planes (see Figure 6(a)).
(2) Vertical displacement constrained (UY = 0) at support (see Figure 6(b)).
(3) Load applied incrementally as displacement at the top surface of the slab (see Figure 6(a)).
The simulations carried out were gradually increased in complexity until achieving good agreement with the empirical results. Specifically, the material laws of both steel and concrete were modified to produce more realistic results, from simple to complex: Initially, linear-elastic material models were used to characterize their behaviour. In a second step, strain-hardening material models were used, with better results than the former. Finally, and initial chemical bond (adhesion) between steel and concrete was also introduced, which produced the best correlation with the test results. The configuration of the load steps in the FEA model are shown in Table 5.
The numerical model takes into account the plastic behaviour of both steel and concrete, using multilinear isotropic hardening laws. The stress-strain data is required to implement the materials models. Steel strength was obtained from tensile tests of 3 specimens from the steel deck, as mentioned in Section 2.1 (see Table 1). The stress-strain data for the different types of concrete are determined using the formulae provided in articles 15 (materials) and 39 (characteristics of concrete) from the Spanish code EHE , adjusting the curves with the results obtained experimentally.
[f.sub.cd] = [[alpha].sub.cc] x [[f.sub.ck]/[[gamma].sub.c]], (2)
where [[alpha].sub.cc] is the factor which takes account of the fatigue in the concrete when it is subjected to high levels of compression stress due to long duration loads.. The EHE-08 Standard recommends 0.85 [less than or equal to] [[alpha].sub.cc] [less than or equal to] 1. [f.sub.ck] is the characteristic design strength (MPa). [[gamma].sub.c] is the safety coefficient for ultimate limit state (uLS). In the case of concrete, [[gamma].sub.c] = 1.5.
The relation stress-strain can be determined with the following equations :
[mathematical expression not reproducible], (3)
where [[sigma].sub.m] is the stress of the point m (in MPa). [[epsilon].sub.m] is the strain of the point m (in mm/mm). [[epsilon].sub.co] is the maximum compressive strain in the concrete under simple compression (in mm/mm). [[epsilon].sub.co] = 0.002 if [f.sub.ck] [less than or equal to] 50 MPa. [[epsilon].sub.cu] is the ultimate bending strain (in mm/mm) [[epsilon].sub.cu] = 0.0035 if [f.sub.ck] [less than or equal to] 50 MPa. n is the exponent of the parabola n = 2 if [f.sub.ck] [less than or equal to] 50 MPa.
Following previous equations, stress-strain curves of concrete are included in the numerical simulation (see Figure 7). A multilinear isotropic hardening is included in the numerical model to simulate actual concrete behaviour.
Furthermore, the Coulomb friction contact model was used at the contact areas between concrete and the steel deck. As main characteristics, an asymmetric contact was selected, using a friction coefficient of 0.3.
Additionally, the chemical bond between steel and concrete was simulated in the model by introducing some sliding resistance. In this way, the contacting surfaces carry shear stresses up to a certain magnitude across their interface before they start sliding relative to each other. The equivalent shear stress [tau], at which sliding on the surface begins as a fraction of the contact pressure p, is calculated with the following equation:
[tau] = [mu]p + COHE, (4)
where [mu] is the friction coefficient and COHE is the cohesion sliding resistance.
If the pressure applied provides enough shear stress, sliding between concrete and steel starts. The values for the shear stress at which sliding begins ([[tau].sub.d]) were estimated from the results obtained in pull-out tests carried out on reduced specimens of the composite slabs under study. These were the basis for the posterior adjustment of the models .
The analysis was divided into 3 load steps, where the load, applied as a remote displacement, was incremented gradually up to 6 mm for long slabs and 3-4 mm for short slabs, using small time steps.
3. Results and Comparison
The results of experimental tests and numerical analysis are included in this chapter. Finally, a numerical and experimental comparison is presented in order to validate numerical simulations as well as obtain a good agreement between numerical models and experimental tests.
3.1. Experimental Results. The m-k experimental tests of LWC slabs showed similarities while the HN slabs presented different behaviour.
For composite slabs of LWC, the longitudinal sliding between the steel sheet and the concrete was lower than 0.1 mm when the failure load was reached. In this case, as indicated in the standard, the shear behaviour is considered brittle fracture. This involves that the shear strength is reduced by a coefficient of 0.8.
This brittle behaviour is often observed in m-k tests of normal concrete composite slabs when the cyclic load applied during the tests does not efficiently remove the chemical bond between steel and concrete. This was considered the cause for the test results of the LWC's composite slabs under study, which was later corroborated by the numerical analysis.
On the other hand, HN composite slabs showed different behaviour. In the case of HN, the measured longitudinal sliding was higher than 0.1 mm at the failure load, which is considered as ductile fracture.
The results obtained in m-k tests are gathered in Table 6.
The experimental tests results provide different m-k values for each composite slab. Results are fitted to determine a general equation for each composite slab type. Fitted representations are shown in Figure 8.
The mode of failure of the composite slabs was not a dominant and evident crack (see Figure 9). The majority of the composite slabs showed many small cracks. In the tests, it was considered that the slab failed when a significant increment in longitudinal sliding was measured.
The displacement between the steel sheet and concrete means that the failure of the composite slab is longitudinal shear stress. The length and the thickness of the slabs tested provided this failure mode.
In any case, the longitudinal sliding recorded at the end of the tests was very small for all composite slabs studied and not discernible to the naked eye.
3.2. Numerical Results. In the numerical model, the vertical displacement applied provides a reaction force similar to the vertical load applied in the experimental test. The numerical model gives stress and deflection results under bending. Figure 10(a) shows the maximum reaction force obtained and Figure 10(b) represents the total deformations calculated.
As mentioned before, in the numerical models, the load (applied as a displacement) was increased gradually until it reached the maximum value observed in the m-k tests.
In order to determine the quality of the numerical results, the values of deflection at the center of the slab obtained by FEA were compared to those measured during testing, for the different simulations carried out.
The results of the linear-elastic material models showed that it was necessary to take into account the plastic behaviour of the concrete to produce more accurate results.
Although the strain-hardening material models without chemical bond provided better results than the previous one, the values of longitudinal sliding between steel and concrete registered in the numerical models were superior to those measured during the tests.
These analysis reinforced the conclusions extracted from the tests regarding the inefficacity of the cyclic loading applied to remove the chemical bond.
Therefore, this chemical bond was finally included into the models, which produced the best correlation with the test results.
3.3. Numerical and Experimental Comparison. In this chapter, the percentages of error (%) between experimental and numerical analyses are compared.
Firstly, numerical and experimental results are compared with respect to the shear-bond failure region. Table 7 shows the comparison between experimental and numerical results of deflection f (mm) for the model including plastic behaviour for steel and concrete and the initial adhesion (chemical bond) between both materials.
Except for short span composite slabs made of LSDur-23, the numerical results show good agreement with the experimental results. In case of LSDur-23 slabs, the deviation of the results may be attributed to errors in the water or aggregate dosage during the manufacturing of the composite slabs and/or on the displacement measurements taken during the tests.
The results of the linear-elastic model and the plasticity model without adhesion are not shown in detail here but summarized below. The comparison of results at the linear-elastic region for all models is also gathered in this section.
From the analysis of the results, it can be concluded that the introduction of the plastic behaviour of the materials is essential to adjust to reality.
In the comparison near the shear-bond failure area (see Table 8), the model including the chemical bond generally shows the best agreement (less than 3.2% error), except for short slabs dosing LSDur-23 and HN, where the errors obtained are close to 22%. This might suggest that although cyclic loading was applied to the slabs during the test to remove the chemical bond between materials, this bond was not totally eliminated.
In the comparison of the elastic region (see Table 9), the errors in all plasticity models are acceptable, following a similar pattern to the previous comparison; that is, the results for short slabs of LSDur-23 and HN show the worst correlation, although in this case the model fit with chemical adhesion is much better (less than 10% error).
Finally, the results comparison for the longest span composite slabs (2610 mm) is shown graphically in Figure 11.
The main conclusions of this paper are explained in this chapter.
Based on the experimental tests, the structural resistance (failure load) of the composite slabs made of lightweight concrete reinforced with fibres is reduced between 11% and 25% with respect to conventional concrete, as shown by m-k testing. The main failure mode of composite slabs is longitudinal shear, for both LWC and HN slabs.
With respect to the numerical simulation, the numerical model simulates a 4-point bending test of composite slabs of different lengths according to Eurocode 4. These models were increased in complexity to reproduce the phenomena observed experimentally, introducing frictional contact, chemical adhesion, and plasticity material laws of steel and concrete.
The introduction of plasticity models for the materials is essential to achieve realistic results. In most cases, the plasticity models that include the chemical bond show better correlation with the experimental results. This corroborates the hypothesis that the chemical bond between steel and concrete was only partially removed by the cyclic load applied in the m-k tests.
Although the numerical models developed reproduce the behaviour of specific mixes of LWCs and normal concrete (4 varieties of concrete, 3 LWCs and one HN), it could also be used for other dosages, provided that their mechanical properties are properly characterized.
Both experimental tests and numerical models show the same failure mode: longitudinal shear. It occurs when the shear strength of the mechanical interlock between concrete and steel is reached and therefore the two layers of the composite slab do not work as a single element.
Finally, it can be concluded that the experimental and numerical results are in good agreement. Moreover, the numerical models developed within this work can be used to improve and optimize the mechanical behaviour of composite slabs.
The authors declare that they have no competing interests.
This work was partially financed by the Spanish Ministry of Science and Innovation cofinanced with FEDER funds under Research Project BIA2012-31609. Furthermore, the authors are grateful for the regional funding through the Asturias Government and FICYT, also cofinanced with FEDER funds under Research Project FC-15-GRUPIN14-004.
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F. P. Alvarez Rabanal, (1) J. Guerrero-Munoz, (2) M. Alonso-Martinez, (1) and J. E. Martinez-Martinez (1)
(1) Construction and Manufacturing Department, University of Oviedo, Gijon, Spain
(2) Advanced Simulation Technologies, S.L. Parque Cientifico Tecnologico de Gijon, Gijon, Spain
Correspondence should be addressed to M. Alonso-Martinez; firstname.lastname@example.org
Received 23 September 2016; Accepted 23 November 2016
Academic Editor: Peng Zhang
Caption: Figure 1: Failure modes of composite slabs.
Caption: Figure 2: Engineering and true stress-strain curves.
Caption: Figure 3: m-k test configuration [5, Annex B]. "1" refers to a neoprene support. "2" refers to a steel plate support.
Caption: Figure 4: Composite slab geometry for m-k test. Detail of modelled geometry (in blue).
Caption: Figure 5: Composite slab model for m-k test. Mesh detail.
Caption: Figure 6: Boundary conditions applied on m-k model.
Caption: Figure 7: Multilinear isotropic hardening material laws introduced in the models: (a) LWC_LSDur-23, (b) LWC_LSDur-28, (c) LWC_LSDur-37, and (d) normal concrete (HN).
Caption: Figure 8: m-k curve fitted for composite slabs tested.
Caption: Figure 9: Composite slab LWC_LSDur-37, 2610 mm long after m-k test.
Caption: Figure 10: Numerical model results: (a) reaction force; (b) total deformation.
Caption: Figure 11: Comparison numerical-experimental results for 2610 mm composite slabs.
Table 1: Mechanical properties of studied concrete. Concrete type Density Compressive Young's modulus strength (MPa) (MPa) LWC_LSDur-23 1875 25,60 2,07 x [10.sup.4] LWC_LSDur-28 1902 28,59 2,16 x [10.sup.4] LWC_LSDur-37 2010 30,22 2,72 x [10.sup.4] HN 2435 36,97 4,57 x [10.sup.4] Table 2: Mechanical properties of the ribbed steel sheet obtained in tensile tests. 1 2 3 Average Elastic modulus (MPa) 268 275 271 271.33 Young's modulus (GPa) 206 204 210 208 Poisson coefficient 0.31 0.33 0.31 0.31 Table 3: Finite element mesh properties. Composite slab Number of Number of Mesh length (mm) elements nodes quality 2030 286451 261619 0.87 2610 362945 335258 0.83 Table 4: Values of equivalent shear stress obtained in pull-out tests. Concrete type [[tau].sub.d] (MPa) LWC_LSDur-23 0.106 LWC_LSDur-28 0.124 LWC_LSDur-37 0.162 HN 0.243 Table 5: Summary of load steps introduced in the FEA model. Load step 1 Load step 2 Time step (s) 2 x [10.sup.-5] 1 x [10.sup.-3] Max. time (s) 0.1 0.1 Force convergence (%) 2 Default Load step 3 Time step (s) 1 x [10.sup.-3] Max. time (s) 0.1 Force convergence (%) Default Table 6: m-k tests results. Concrete type Length (mm) [L.sub.s] (mm) [W.sub.t] (kN) LWC_LSDur-23 2610 600 133 2030 455 166 LWC_LSDur-28 2610 600 148 2030 455 168 LWC_LSDur-37 2610 600 157 2030 455 192 HN 2610 600 176 2030 455 193 Concrete type Length (mm) [V.sub.tck] (kN) [A.sub.p]/b x [L.sub.s] LWC_LSDur-23 2610 50.57 0.0024 2030 63.1 0.0031 LWC_LSDur-28 2610 56.27 0.0024 2030 63.87 0.0031 LWC_LSDur-37 2610 59.7 0.0024 2030 72.97 0.0031 HN 2610 83.67 0.0024 2030 91.7 0.0031 Concrete type Length (mm) [V.sub.s]/b x [d.sub.p] (N/[mm.sup.2]) LWC_LSDur-23 2610 0.322 2030 0.402 LWC_LSDur-28 2610 0.359 2030 0.407 LWC_LSDur-37 2610 0.380 2030 0.465 HN 2610 0.533 2030 0.585 Concrete type Length (mm) m (N/[mm.sup.2]) LWC_LSDur-23 2610 112.2 2030 LWC_LSDur-28 2610 68 2030 LWC_LSDur-37 2610 119 2030 HN 2610 72.25 2030 Concrete type Length (mm) k (N/[mm.sup.2]) LWC_LSDur-23 2610 0.0562 2030 LWC_LSDur-28 2610 0.1974 2030 LWC_LSDur-37 2610 0.0982 2030 HN 2610 0.3618 2030 Table 7: Plasticity + chemical bond model. Comparison of errors (%) between numerical and experimental results at the shear-bond failure region. Concrete type Length (mm) [f.sub.EXP] (mm) LWC_LSDur-23 2610 4.729 2030 2.666 LWC_LSDur-28 2610 4.826 2030 1.416 LWC_LSDur-37 2610 5.906 2030 1.268 HN 2610 8.692 2030 2.066 Concrete type Length (mm) [f.sub.NUM] (mm) Error (%) LWC_LSDur-23 2610 4.650 1.67 2030 3.262 22.36 LWC_LSDur-28 2610 4.871 0.95 2030 1.459 3.01 LWC_LSDur-37 2610 5.718 3.18 2030 1.296 2.19 HN 2610 6.968 19.83 2030 1.886 8.72 Table 8: Comparison of errors (%) of the different models at the shear-bond failure region. Concrete type Length (mm) Linear-elastic Plasticity model model LWC_LSDur-23 2610 16.28 1.18 2030 0.40 23.27 LWC_LSDur-28 2610 4.89 10.68 2030 8.51 9.69 LWC_LSDur-37 2610 34.19 4.08 2030 8.92 1.00 HN 2610 62.22 19.25 2030 45.84 12.66 Concrete type Length (mm) Plasticity + chemical bond model LWC_LSDur-23 2610 1.67 2030 22.36 LWC_LSDur-28 2610 0.95 2030 3.01 LWC_LSDur-37 2610 3.18 2030 2.19 HN 2610 19.83 2030 8.72 Table 9: Comparison of errors (%) of the different models at the linear-elastic region. Concrete type Length (mm) Linear-elastic Plasticity model model LWC_LSDur-23 2610 13.54 1.61 2030 9.54 15.87 LWC_LSDur-28 2610 6.12 11.99 2030 12.86 11.90 LWC_LSDur-37 2610 19.47 0.62 2030 3.88 6.87 HN 2610 42.30 9.48 2030 38.31 21.34 Concrete type Length (mm) Plasticity + chemical bond model LWC_LSDur-23 2610 1.97 2030 14.81 LWC_LSDur-28 2610 4.21 2030 5.65 LWC_LSDur-37 2610 3.46 2030 7.23 HN 2610 3.57 2030 9.40
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|Title Annotation:||Research Article|
|Author:||Rabanal, F.P. Alvarez; Guerrero-Munoz, J.; Alonso-Martinez, M.; Martinez- Martinez, J.E.|
|Publication:||Journal of Engineering|
|Date:||Jan 1, 2017|
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