12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 1 Finite Element Reliability Analysis of Structures using the Dimensional Reduction Method Georgios P. Balomenos Ph.D. Candidate, Dept. of Civil and Env. Engineering, University of Waterloo, Waterloo, ON, Canada Mahesh D. Pandey Professor, Dept. of Civil and Env. Engineering, University of Waterloo, Waterloo, ON, Canada ABSTRACT: Finite Element Reliability Analysis (FERA) has been used to evaluate the reliability of structures. Mean and variance of the structural response is often estimated with the use of approximate methods, while structural response distribution is approximated based on Monte Carlo simulation (MCS). In this paper, FERA is applied in an efficient manner with the use of a Multiplicative form of Dimensional Reduction Method (M-DRM), which can estimate accurately the statistical moments and the probability distribution of the structural response, e.g., drift of a structure. The proposed approach is combined with OpenSees FE software and illustrated through the nonlinear pushover and nonlinear dynamic analysis of a steel frame. MCS is also performed for comparison of the proposed method. 1. INTRODUCTION Finite element analysis (FEA) has become a widely used tool for the numerical analysis of the structural response. But, uncertainties associated with input parameters such as material properties, geometry and loads may have to be accounted for in FEA. Finite element reliability analysis (FERA) can overcome this challenge by considering the input parameters as random variables, thus evaluating the reliability of large and practical multi degrees of freedom structures. In a large multi degree of freedom problem, the following issues are usually encountered; (1) to minimize the number of function evaluations, especially when the deterministic evaluation of the model takes a long time, (2) to estimate accurately the probability distribution of the structural response function, especially in finite element analysis where the structural response function is in an implicit form, (3) to connect a general FEA software with a reliability platform, especially when knowledge on advanced programing languages is required. At this time there is not any available commercial software in the market that includes in its interface both FEA and reliability. In order to apply FERA is required to link a general purpose FEA program, e.g., ABAQUS, with an existing reliability platform, e.g., NESSUS or ISIGHT, but the analyst has to purchase separately these reliability platforms. More information with respect to the connection between FEA software and structural reliability can be found in literature (Pellissetti and SchuΓ«ler 2006). On the other hand, the analyst can take advantage of the free and open-source FE software OpenSees (McKenna et al. 2000), which already contains reliability capabilities (Der Kiureghian et al. 2006). OpenSees interface supports the use of Tcl programming language, thus in this paper Tcl programming is used for automating both MCS and M-DRM. The only disadvantages here is that writing source code for large scale structures is a tedious task which requires prior knowledge and enough experience in computer programming, which can be prohibited for researchers to apply FERA. The objective of this paper is to present a Multiplicative form of Directional Reduction Method (M-DRM) for FERA of structures, which can overcome potential limitations as they 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 2 were introduced in previous paragraphs. Monte Carlo simulation (MCS) is also applied for comparison and validation of the M-DRM results. Thus, M-DRM and MCS are both implemented on a structure selected from literature and analyzed with the use of the free, open-source code and object-oriented software framework OpenSees. 2. MUTIPLICATIVE DIMENSIONAL REDUCTION METHOD (M-DRM) 2.1. General Description In the reliability analysis a systemβs response is frequently modeled as a function of numerous input variables. For instance, the lateral displacement of a structural frame can be described as a function of several input variables such as the strength of materials, the structural dimensions and the applied loads. Mathematically this is denoted as π = β(π±) (1) where π is a scalar output random variable and (π±) is a vector of input random variables π₯1, β¦ , π₯π. If the structural failure is defined by a simple condition such as π > π¦π, the probability of failure (ππ) can be obtained from the cumulative distribution function (CDF) of the response, πΉπ(π¦), as ππ = 1 β πΉπ(π¦π) (2) where π¦π corresponds to a safety limit. Numerical approach using Monte Carlo simulation (MCS) provides an easy to implement alternative for reliability computation, but the computational cost can be prohibited for the reliability analysis, especially when it comes to complex and/or large scale structures. For that reason a multiplicative dimensional reduction method (M-DRM) is proposed for reliability analysis. 2.2. Integer Moments of Response using M-DRM In literature, the high dimensional model representation (HDMR) method (Rabitz and AliΕ 1999; Li et al. 2001) uses an additive form to approximate a scalar function as β(π±) βββπ(π₯π)ππ=1 β (π β 1)β0 (3) where π is the number of random variables, βπ(π₯π) is a unidimensional cut function defined as βπ(π₯π) = β(π1, β¦ , ππβ1, π₯π , ππ+1, β¦ , ππ) (4) and β0 represents the system response which is evaluated at the cut point (Li et al. 2001) and is calculated when all input random variables are set equal to their mean values (π1, π2, β¦ , ππ) as β0 = β(π1, π2, β¦ , ππ) = π ππππ π‘πππ‘ (5) Alternate to the additive form, a multiplicative DRM method is developed to simplify the evaluation of both integer and fractional moments of the response. In this approach, the structural response is approximated as β(π±) β β0(1βπ)Γββπ(π₯π)ππ=1 (6) Using the above representation, a ππ‘β product moment of the response function (π) can be approximated as πΈ{[β(π±)]π} β πΈ {[β0(1βπ) Γββπ(π₯π)ππ=1]π} (7) where πΈ[ ] denotes the mathematical expectation operation, which for π = 1 is the mean value. Considering all random variables as independent, Eq. (7) can be written as πΈ{[β(π±)]π} β β0π(1βπ)βπΈ [(βπ(π₯π))π]ππ=1 (8) Then is defined the mean and mean square of a ππ‘β cut function as ππ = πΈπ[βπ(ππ)] and ππ = πΈ[(βπ(ππ))2], respectively, and using Eq. (8) the mean of the response is approximated as 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 3 ππ β β0(1βπ)Γβππππ=1 (9) and the mean square is approximated as π2π β β0(2β2π)Γβππππ=1 (10) The variance is expressed as a difference between the mean square and the square of the first product moment (Ang and Tang 2007). Thus, using Eqs. (9) and (10), the variance of the response can be estimated as ππ β (ππ)2 Γ [(βππππ2ππ=1) β 1] (11) The evaluation of any ππ‘β product moment of response requires one dimensional integration of all the cut functions using the scheme of Gauss quadrature, for which more details can be found in Zhang and Pandey (2013). For example, a ππ‘β moment of an ππ‘β cut function can be approximated as a weighted sum as πΈ{[βπ(π₯π)]π} ββπ€π[βπ(π₯π)]ππΏπ=1 (12) where πΏ is the number of evaluation points of the Gauss quadrature, π₯π and π€π are the coordinates and weights, respectively, of the Gauss quadrature points (π = 1,β¦ , πΏ), βπ (π = 1,2, β¦ , π) is the response of the system when ππ‘β cut function is set at ππ‘β Gauss quadrature point and π is the number of random variables. 2.3. Fractional Moments of Response using M-DRM After calculating the first two integer moments of the response, i.e., mean and variance respectively, the problem that arises is the estimation of response probability density function (PDF). Here, is used the maximum entropy (MaxEnt) principle (Jaynes, 1957) with fractional moment constraints, i.e., πΈ[ππΌ] = πππΌ where πΌ not an integer, where the fractional moments (πππΌ) are derived from M-DRM method. The fractional moment of a positive random variable π₯ is defined as (Inverardi and Tagliani 2003) πΈ[ππΌ] = πππΌ = ββ« π₯πΌππ(π₯)πππ₯ (13) where πΌ is a real number. Fractional moments have the important property of being capable of characterizing completely the probability distribution of a positive random variable (Pandey and Zhang 2012). Using the M-DRM as defined in Eq. (8), an πΌπ‘β Moment calculation of the response can be approximated as πππΌ β [β0(1βπ)]πΌΓ πΈ{[β1(π₯1)]πΌ} Γ β¦Γ πΈ{[βπ(π₯π)]πΌ} (14) where β0 represents the system response as shown in Eq. (5) and each expected value πΈ[ ] is calculated as shown in Eq. (12). The benefit here is that we do not need to specify the fractions πΌπ (π = 1,2, β¦ ,π) a priory, as they will be determined during the entropy optimization procedure (Inverardi and Tagliani 2003). The true entropy (π»[π]) of a continuous positive random variable π₯ is defined in terms of its PDF (ππ(π₯)) as π»[π] = ββ« ππ(π₯)πππ[ππ(π₯)]ππ₯ (15) The Lagrangian function associated with the MaxEnt problem is given as β[π, πΌ; ππ(π₯)]= ββ« ππ(π₯)πππ[ππ(π₯)]ππ₯β (π0 β 1) [β« ππ(π₯)πππ₯ β 1]ββππ [β« π₯πΌπππ(π₯)ππ₯ β πππΌππ]ππ=1 (16) 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 4 where π = [π0, π1, β¦ , ππ]π are the Lagrange multipliers and πΌ = [πΌ0, πΌ1, β¦ , πΌπ]π are the fractions associated with the fractional moments. For optimal solution the following key condition is applied as π β[π, πΌ; ππ(π₯)]πππ(π₯)= 0 (17) which leads to the estimated PDF (ππ(π₯)) of the true PDF (ππ(π₯)) as ππ(π₯) = exp(ββπππ₯πΌπππ=0) (18) For π = 0, πΌ0 = 0 and π0 is derived as π0 = log [β« exp (ββπππ₯πΌπππ=1)πππ₯] (19) based on the normalization condition that the integration of the PDF must be equal to one. Then MaxEnt optimization procedure with constraints in term of fractional moments is applied, contrary to the traditional MaxEnt method which uses integer moments (RamΓrez and Carta 2006). The reason is that as the order of the integer moment increases, the estimation error increases too (Pandey and Zhang 2012). In order to implement the idea of MaxEnt optimization with fractional moments, an alternate formulation is proposed based on the minimization of the Kullback-Leibler (KβL) divergence, also called cross-entropy, between the true PDF and the estimated PDF as π«[ π, π ]= β« ππ(π₯)πππ[ππ(π₯) ππ(π₯)β ]ππ₯= β« ππ(π₯)πππ[ππ(π₯)]ππ₯β β« ππ(π₯)πππ[ππ(π₯)]ππ₯ (20) Taking into account Eq. (13) and substituting π»[π] from Eq. (15) and ππ(π₯) from Eq. (18) into Eq. (20), the KβL divergence (π«[ π, π ]) can be rewritten as π«[ π, π ] = βπ»[π] + π0 +βπππππΌπππ=1 (21) where π«[ π, π ] is the divergence measure of the distance between the true PDF and the estimated PDF. Here it can be noticed that the entropy (π»[π]) of the true PDF does not depend on π and πΌ, so the KβL minimization implies the minimization of the following function π«[ π, π ] + π»[π] = π0 +βπππππΌπππ=1 (22) Therefore, the MaxEnt parameters, i.e., the Lagrange multipliers (ππ) and the fractional exponents (πΌπ), can be obtained by applying the following optimization { ππππ : {πΌπ}π=1π {ππ}π=1π π΄πππππππ: πΌ(π, πΌ) = π0 +βπππππΌπππ=1 (23) which is implemented in MATLAB by using the simplex search method (Lagarias et al. 1998). 2.4. Computational Efficiency using M-DRM M-DRM combined with the rules of Gaussian quadrature requires a magnitude of ππΏ trials for the evaluation of the structural response. Considering the Gauss-type integration scheme, the total number of functional evaluations can be assessed as ππ·π ππ‘πππππ = 1 + (ππΏ), where 1 represents the case when all random variables are fixed to their mean values, i.e., cut point, π is the number of the random variables and πΏ is the order of the Gaussian quadrature. Further details regarding Gaussian quadrature can be found in Zhang and Pandey (2013). 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 5 3. NUMERICAL EXAMPLE 3.1. General Description In order to illustrate the applicability and to examine the efficiency of the proposed M-DRM, FERA is applied on a steel frame (Figure 1) taken from Haukaas and Scott (2006). Each frame member is discretized in 8 displacement-based finite elements. Gravity load of 50 kN and 100 kN is applied at the external and internal connections, respectively. In additional to the gravity loads, the frame is subjected; (1) to static pushover analysis and (2) to dynamic analysis. For the pushover analysis, lateral loads of 400 kN, 267 kN and 133 kN are applied on nodes 13, 9 and 5, respectively. For the dynamic analysis, the Imperial Valley earthquake ground motion is used, taken from the PEER Strong Motion Database (http://peer.berkeley.edu/smcat/). The Magnitude of the earthquake was 6.53, with a PGA (g) equals to 0.143 at 10.84 sec, as it was recorded from Station USGS 931 El Centro Array #12 (1979/10/15, 23:16). Pushover analysis gives a total reaction force at the supports equals to 800 kN, and the accelerogram of the earthquake was scaled so as to produce the same reaction force at the time of the PGA. Both analyses performed by using the open source FE software OpenSees, where Tcl programming is also used in order to automatically update the random variables in each trial for both M-DRM and MCS. This idea of the parameter updating functionality is further described in Scott and Haukaas (2008). The material properties of the steel frame are considered as independent random variables, forming 21 members x 3 parameters = 63 random variables in total (Table 1). The objective here is to estimate the mean, variance and distribution of the response, i.e., maximum lateral displacement of node 13 (π’13). Table 1: Statistical properties of random variables. Parameter Distribution Mean COV E (MPa) Lognormal 200,000 5.0% fy (MPa) Lognormal 300 10.0% b Lognormal 0.02 10.0% Figure 1: Steel frame showing node numbers, member numbers (in parenthesis) and gravity loads. Figure 2: Steel cross section (bf =d=250 mm, tf =tw=20 mm). Figure 3: Steel material model. 3.2. Mean and Variance of Response Based on M-DRM and using the five point Gauss-Hermite integration scheme, the response of the steel frame is a product of 63Γ5+1 = 316 cut functions, since the problem involves 63 random variables. Thus, an input grid is created (Table 2) and FEA is performed. For instance, for the first five trials the modulus of elasticity (E) of member 17 changes, while the rest of 62 random variables remain fixed to their mean values. This input grid is used for both pushover and dynamic analysis, and the response π’13 obtained for each one is shown on Table 3. Then, the mean of each cut function is calculated as ππ = β π€ππ’13πππΏπ=1 (π = 1,2, β¦ , π) where π’13ππ is the lateral displacement of thirteenth node when ππ‘β cut function is set at ππ‘β quadrature point, and π€π is the Gauss weights of the five order rule (πΏ = 5) of Gauss-Hermite quadrature. Similarly the mean square of cut 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 6 functions is calculated as ππ = β π€π(π’3ππ)2πΏπ=1 . The overall response mean and variance is then approximated by Eq. (9) and Eq. (11), respectively, for both pushover (Table 4) and dynamic analysis (Table 5). Table 2: Input grid for M-DRM. Input RV Trial E (N/mm2) β¦ fy (N/mm2) E (member 17) 1 173,176 β¦ 300 2 186,667 β¦ 300 3 199,750 β¦ 300 4 213,750 β¦ 300 5 230,402 β¦ 300 β¦ β¦ β¦ β¦ β¦ fy (member 16) 311 200,000 β¦ 224 312 200,000 β¦ 260 313 200,000 β¦ 298 314 200,000 β¦ 341 315 200,000 β¦ 396 Fixed Mean Values 316 200,000 β¦ 300 Table 3: Output response based on input grid for M-DRM. Trial π’13 (mm) Pushover Dynamic 1 226.33 145.94 2 225.59 145.42 3 224.94 144.95 4 224.315 144.47 5 223.64 143.93 β¦ β¦ β¦ 311 247.64 144.94 312 233.56 144.94 313 225.11 144.94 314 223.51 144.94 315 223.50 144.94 316 224.93 144.94 Table 4: Output response statistics: Pushover Analysis. Pushover Analysis Max lateral displacement (π’13) MCS M-DRM Relative (105 Trials) (316 Trials) Error (%) Mean (mm) 237.32 238.47 0.48 Stdev (mm) 22.36 21.62 3.33 COV 0.0942 0.0906 3.80 Table 5: Output response statistics: Dynamic Analysis. Dynamic Analysis Max lateral displacement (π’13) MCS (104 Trials) M-DRM (316 Trials) Relative Error (%) Mean (mm) 149.06 146.21 1.92 Stdev (mm) 10.05 13.19 31.21 COV 0.0674 0.0902 33.77 Note: Stdev = Standard Deviation; COV = Coefficient of Variation; Relative Error = |ππΆπ βππ·π π|/ππΆπ. The numerical results obtained from M-DRM and MCS are compared. M-DRM method requires 316 trials, whereas simulation results are based on 105 and 104 trials for pushover and dynamic analysis, respectively. For pushover analysis, mean and standard deviation estimations based on M-DRM have a very small error compared to MCS results (Table 4). For dynamic analysis, M-DRM estimates have a larger error, but still are in a good agreement with the MCS results (Table 5). 3.3. Probability Distribution of Response The distribution of maximum lateral displacement (π’13) is estimated based on the maximum entropy (MaxEnt) principle. The MaxEnt algorithm provides the Lagrange multipliers (ππ) and the fractional exponents (πΌπ) (π = 1,2, β¦ ,π) defining the probability distribution in Eq. (18). Usually, three fractional moments (π = 3) are sufficient for the analysis, as entropy converges rapidly (Table 6). 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 7 Table 6: Entropy. Fractional Moments Entropy Pushover Dynamic m=1 -0.852 -0.012 m=2 -2.435 -2.915 m=3 -2.434 -2.915 m=4 -2.434 -2.914 Table 7: MaxEnt distribution parameters for 3 fractional moments. m=3 Pushover Dynamic i ππ πΌπ πππΌπ ππ πΌπ πππΌπ 0 35.51 - - 365 - - 1 39.39 0.72 0.35 -4E-05 2.53 0.01 2 -33.6 -0.4 1.79 1125 1.42 0.07 3 0.03 -3.95 311 -695 0.23 0.64 PDF of lateral displacement at node 13 obtained from M-DRM and MCS (simulations) are in fairly close agreement (Figure 4). Three fractional moments can accurately model the distribution, as shown from the probability of exceedance (POE) curves (Figure 5, Figure 6). Figure 4: Probability distribution of the maximum lateral displacement at node 13: Pushover Analysis. For instance, if the maximum allowable lateral displacement of node 13 is 0.36m (3% of the frame height), the probability of exceeding this limit (or probability of failure) is estimated by M-DRM as 9.18 Γ 10β5 and by MCS as 8.99 Γ 10β5 (Figure 5). This result confirms high accuracy of M-DRM achieved by a relatively small number of structural analyses (316 trials) contrary to MCS (105 trials). Figure 5: Probability of Exceedance of the maximum lateral displacement at node 13: Pushover Analysis. Figure 6: Probability of Exceedance of the maximum lateral displacement at node 13: Dynamic Analysis. 3.4. Computational Time M-DRM provides an enormous saving of computational time. Using a personal computer with Intel i7-3770 3rd Generation Processor and 16GB of RAM, for the pushover analysis MCS with 100,000 FE simulations takes 5.84 hours and for the dynamic analysis MCS with 10,000 FE simulations takes 14.02 hours. M-DRM approximation based on 316 FE analyses, for the pushover analysis takes 0.76 minutes and MaxEnt optimization requires 0.34 minutes, and for the dynamic analysis takes 32.46 minutes and MaxEnt optimization requires 1.03 minutes. Thus, total time taken by M-DRM is merely 0.31% and 3.99% of the time taken by MCS for the pushover and dynamic analysis, respectively. Note that as the complexity of the problem increases, the computational cost is relatively reduced. 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 8 4. CONCLUSIONS In this paper is presented a Multiplicative form of Dimensional Reduction Method (M-DRM), which can be used efficiently for finite element reliability analysis (FERA) of structures. Based on Gauss quadrature scheme, an input grid is created and response moments (mean and variance) are calculated. Then the MaxEnt algorithm is applied to compute the distribution parameters of the response. Here, M-DRM is implemented in OpenSees FE software with the aid of Tcl programming language The proposed method provides a robust and computationally viable method for full probabilistic analysis of practical problems, as requires relatively small FE simulations based on a specified input grid. The main benefit of M-DRM is large computationally economy with a high accuracy comparing to simulations, as illustrated in this paper. Nonlinear pushover and nonlinear dynamic analysis of a steel frame with 63 random variables illustrates this point very well, as M-DRM with 316 FE simulations provides close results to 100,000 and 10,000 simulations for the pushover and dynamic analysis, respectively, while M-DRM is merely a fraction (0.31%, 3.99%) of that of the Monte Carlo simulations. 5. AKNOWLEDGEMENTS The authors gratefully acknowledge the financial support for this study provided by the Natural Science and Engineering Council of Canada (NSERC) and the University Network of Excellence in Nuclear Engineering (UNENE). 6. REFERENCES Ang, H-S A., and Tang, H. W. (2007). Probability Concepts in Engineering: Emphasis on Applications in Civil & Environmental Engineering, John Wiley and Sons Inc, Hoboken, NJ. Der Kiureghian, A., Haukaas, T., and Fujimura, K. (2006). βStructural Reliability Software at the University of California, Berkeleyβ, J. Structural Safety, 28(1-2), 44β67. Haukaas, T., and Scott, M. H. (2006). βShape Sensitivities in the Reliability analysis of Nonlinear Frame Structuresβ, J. Probabilistic Engineering Mechanics, 21(2), 133β147. Inverardi, P., and Tagliani, A., (2003). βMaximum Entropy Density Estimation from Fractional Momentsβ, J. Communication in Statistics β Theory and Methods, 32(2), 327β345. Jaynes, E. (1957). βInformation Theory and Statistical Mechanicsβ, Physical Review, 106(4), 620β630. Lagarias, J., Reeds, J., Wright, M., and Wright, P. (1998). βConvergence Properties of the Nelder-Mead Simplex Method in Low Dimensionsβ, SIAM J. Optimization, 9(1), 112β147. Li, G., Rosenthal, C., and Rabitz, H. (2001). βHigh Dimensional Model Representationsβ, J. Physical Chemistry, American Chemical Society, 105(33), 7765β7777. McKenna, F., Fenves G. L,. and Scott, M. H. (2000). Open System for Earthquake Engineering Simulation, Univ. of CaliforniaβBerkeley, CA, <http://opensees.berkeley.edu>. Pandey, M.D., and Zhang, X. (2012). βSystem Reliability Analysis of the Robotic Manipulator with Random Joint Clearancesβ, J. Mechanism and Machine Theory, 58, 137β152. Pellissetti, F. M., and SchuΓ«ler, I. G. (2006). βOn General Purpose Software in Structural ReliabilityβAn Overviewβ, J. Structural Safety, 28(1-2), 3β16. Rabitz, H., and AliΕ, Γ. (1999). βGeneral Foundations of High-Dimensional Model Representationsβ, J. Mathematical Chemistry, Springer, 25(2-3), 197β233. RamΓrez, P., and Carta, J.A. (2006). βThe use of Wind Probability Distribution derived from the Maximum entropy Principle in the analysis of wind energy. A case studyβ, J. Energy Conversion and Management, 47(15β16), 2564β2577. Scott, M. H., and Haukaas, T. (2008). βSoftware Framework for Parameter Updating and Finite-Element Response Sensitivity Analysisβ, J. Computing in Civil Engineering, 22(5), 281β291. Zhang, X., and Pandey, M.D. (2013). βStructural Reliability Analysis based on the concepts of Entropy, Fractional Moment and Dimensional Reduction Methodβ, J. Structural Safety, 43, 28β40.
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International Conference on Applications of Statistics and Probability in Civil Engineering (ICASP) (12th : 2015)
Finite element reliability analysis of structures using the dimensional reduction method Balomenos, Georgios P.; Pandey, Mahesh D. Jul 31, 2015
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Title | Finite element reliability analysis of structures using the dimensional reduction method |
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Balomenos, Georgios P. Pandey, Mahesh D. |
Contributor | International Conference on Applications of Statistics and Probability (12th : 2015 : Vancouver, B.C.) |
Date Issued | 2015-07 |
Description | Finite Element Reliability Analysis (FERA) has been used to evaluate the reliability of structures. Mean and variance of the structural response is often estimated with the use of approximate methods, while structural response distribution is approximated based on Monte Carlo simulation (MCS). In this paper, FERA is applied in an efficient manner with the use of a Multiplicative form of Dimensional Reduction Method (M-DRM), which can estimate accurately the statistical moments and the probability distribution of the structural response, e.g., drift of a structure. The proposed approach is combined with OpenSees FE software and illustrated through the nonlinear pushover and nonlinear dynamic analysis of a steel frame. MCS is also performed for comparison of the proposed method. |
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Conference Paper |
Type |
Text |
Language | eng |
Notes | This collection contains the proceedings of ICASP12, the 12th International Conference on Applications of Statistics and Probability in Civil Engineering held in Vancouver, Canada on July 12-15, 2015. Abstracts were peer-reviewed and authors of accepted abstracts were invited to submit full papers. Also full papers were peer reviewed. The editor for this collection is Professor Terje Haukaas, Department of Civil Engineering, UBC Vancouver. |
Date Available | 2015-05-20 |
Provider | Vancouver : University of British Columbia Library |
Rights | Attribution-NonCommercial-NoDerivs 2.5 Canada |
DOI | 10.14288/1.0076076 |
URI | http://hdl.handle.net/2429/53224 |
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Non UBC |
Citation | Haukaas, T. (Ed.) (2015). Proceedings of the 12th International Conference on Applications of Statistics and Probability in Civil Engineering (ICASP12), Vancouver, Canada, July 12-15. |
Peer Review Status | Unreviewed |
Scholarly Level | Faculty |
Rights URI | http://creativecommons.org/licenses/by-nc-nd/2.5/ca/ |
AggregatedSourceRepository | DSpace |
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