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Fuzzy Structural Analysis

Fuzzy Structural Analysis. Michael Beer. Dresden University of Technology Institute of Structural Analysis. Fuzzy Structural Analysis. Introduction. Basic problems. Solution technique - a -level optimization. Examples. Conclusions. Dresden University of Technology

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Fuzzy Structural Analysis

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  1. Fuzzy Structural Analysis Michael Beer Dresden University of Technology Institute of Structural Analysis

  2. Fuzzy Structural Analysis Introduction Basic problems Solution technique - a-level optimization Examples Conclusions Dresden University of Technology Institute of Structural Analysis

  3. Uncertain structural parameters Introduction ~ wind load Pwind ~ model height h ~ spring stiffness kr ~ ~ damping dr and dt ~ earth pressure p(x) (value and shape) Dresden University of Technology Institute of Structural Analysis

  4. Examples of fuzzification Fuzzification of the foundation as linear elastic element embedded in the foundation soil detail of the foundation model HEB 240 1,50 m clay, semi-solid 2,00 m 1,00 rock triangular fuzzy number

  5. Examples of fuzzification Fuzzification of end-plate shear connections at the corner of a plane frame detail of the plane frame model IPE 330 HEB 240 triangular fuzzy number

  6. sc m(sc) 1.0 0.0 ec ~ ec0 ~ fc0 Fuzzy model for thematerial behaviour of concrete

  7. ~ ~ ~ ~ fuzzy input value x2 = A2 fuzzy input value x1 = A1 ~ ~ ~ K = A1A2 ~ ~ A2 A1 Cartesian product m(x1) m(x2) 1.0 1.0 0.0 0.0 x2 x1 mK(x) x2 1.0 0.0 x1 Dresden University of Technology Institute of Structural Analysis

  8. ~ ~ fuzzy result value z = B ~ ~ ~ K = A1A2 ~ ~ A1 A2 Extension principle fuzzy input values, cartesian product mK(x) mB(z) x2 1.0 1.0 0.0 0.0 z x1 Dresden University of Technology Institute of Structural Analysis

  9. ~ ~ ~ K = x1 x2 ~ ~ x2 x1 ~ ~ fuzzy input values x1 and x2 m(x1) m(x2) Interaction of fuzzy values - example 1.0 1.0 0.0 0.0 8 10 x1 1 5 6 x2 7 constraint  a priori interaction cartesian product with a priori interaction mK(x) 1.0 x2 0.0 x1

  10. ~ ~ y2 y1 mapping operator Interaction of fuzzy values - example ~ ~ fuzzy intermediate results y1 and y2 with additional interaction inside the mapping m(y) y2 1.0 0.0 y1 m(y1) m(y2) 1.0 1.0 0.4 0.143 0.0 0.0 8 8.5 13 16 y1 1 3 7 9 y2

  11. Interaction of fuzzy values - example ~ fuzzy result z m(z) 1.0 with interaction without interaction 0.4 0.143 0.0 z 17 22 23 29 36 39 41 18 22.5 36.2

  12. Extension principle - example ~ ~ fuzzy input values x1 und x2 m(x1) m(x2) 1.0 1.0 2 x1 -12 -4 0 4 x2 -13 -5 0 mapping operator z 4 2 x2 4 2 0 x1 -12 Dresden University of Technology Institute of Structural Analysis

  13. Extension principle - example numerical procedure to compute the fuzzy result - discretization of the support of all fuzzy input values - generation of all combinations of discretized elements - determination of the membership values using the min operator - computation of the results from all element combinations using the mapping operator - determination of the membership values of the result elements by applying the max operator - generation of the membership function for the fuzzy result ~ fuzzy result value z numerical result (1023 combinations) approximation by smoothing exact solution m(z) 1.0 0.8 0.6 0.4 0.2 0.0 2.570 5.859 z 0.274 problems: tremendous high numerical effort exactness of the result Dresden University of Technology Institute of Structural Analysis

  14. ~ S(A) Fuzzy structural analysis a-level set mA(x) 1.0 ak 0.0 x a-discretization mA(x) 1.0 ak 0.0 x Dresden University of Technology Institute of Structural Analysis

  15. a-level-optimization Generation of an uncertain input subspace fuzzy input values m(x1) n-dimensional uncertain input subspace 1.0 a = ai 0.0 x1 al x1 ar x1 x3 m(x2) x3 ar x2 1.0 a = ai x2 ar x3 al 0.0 x2 al x2 ar x2 x2 al x1 al x1 ar x1 m(x3) 1.0 a = ai 0.0 x3 al x3 ar x3 Dresden University of Technology Institute of Structural Analysis

  16. a-level-optimization ~ ~ fuzzy input values x1 und x2 m(x2) m(x1) 1.0 1.0 a a 0.0 0.0 x1a l x1a x1a r x2a l x2a x2a r x1 x2 x1 x1a x2 x2a mapping operator z  za -level optimization m(z) 1.0 a ~ fuzzy result value z 0.0 za l za za r z Dresden University of Technology Institute of Structural Analysis

  17. - optimum point at t = t2 Mapping of subspaces uncertain input subspace x3 x3 ar x2 x2 ar x3 al x2 al x1 al x1 ar x1 uncertain result subspace at t = t1 z2 z2 at t = t2 z1 al z1 ar z1 z1 al z1 ar z1 Dresden University of Technology Institute of Structural Analysis

  18. a-level-optimization fuzzy input values, uncertain input subspace optimization problem search for the optimum points xopt and computation of the assigned results zj objective functions zj = fj(x) (discrete set) are described by the mapping operator - no special properties, generally only implicit - standard optimization methods are only partly suitable to solve the problem modified evolution strategy with elements of the Monte-Carlo method and the gradient method fuzzy result values Dresden University of Technology Institute of Structural Analysis

  19. Modified evolution strategy uncertain input subspace for two fuzzy input values x2 x2 ar x2 al x1 al x1 ar x1 lower bound for offspring points upper bound for offspring points 7 2 6 starting point 3 4 improvement of zj 1 5 no improvement of zj 0 optimum point xopt,a Dresden University of Technology Institute of Structural Analysis

  20. Modified evolution strategy Post-computation uncertain input subspace for two fuzzy input values and six a-levels, post-computation for a = a3 x2 x2 ar x2 al x1 al x1 ar x1 permissible domains for a a3 permissible domains for a =a3 not permissible points for a =a3 permissible points for a =a3, points to be checked optimum point xopt for a =a3 from a-level optimization "better" point = new starting point new optimum point for a =a3 Dresden University of Technology Institute of Structural Analysis

  21. Example 1 Dynamic fuzzy structural analysis of a multistory frame v3 EI2 2.7 m EI1 EI1 v2 EI2 EI1 EI1 2.7 m v1 EI2 2.5 m EI1 EI1 EI2 ; EA   Cauchy problem with fuzzy initial conditions and fuzzy coefficients fuzzy differential equation system Dresden University of Technology Institute of Structural Analysis

  22. Investigation I EI1 = 4A103 kNm2 deterministic parameters fuzzy damping parameters m(dii) 1.0 0.5 0.0 dii fuzzy initial conditions mapping operator Dresden University of Technology Institute of Structural Analysis

  23. Investigation I fuzzy displacement-time dependency of the lowest story a = 0.0 v1 [mm] a = 1.0 10.0 m(v1) 1.0 8.0 0.5 0.0 v1 6.62 6.0 4.0 2.0 0.0 -2.0 -4.0 -6.0 0.000 0.075 0.150 0.225 0.300 t [s] Dresden University of Technology Institute of Structural Analysis

  24. Investigation II I1 = 1.333A10-4 m4 deterministic parameters deterministic initial conditions deterministic damping parameters dii = 0.05 kNsm-1; i = 1; ...; 3 fuzzy elastic modulus m(E) 1.0 0.5 0.0 E [kNm-2] 2.7A107 3.0A107 3.2A107 mapping operator Dresden University of Technology Institute of Structural Analysis

  25. Investigation II fuzzy displacement-time dependency of the lowest story a = 0.0 v1 [mm] a = 1.0 8.0 6.0 m(v1) 1.0 0.5 4.0 0.0 -2.29 v1 2.0 0.0 -2.0 m(v1) 1.0 -4.0 0.5 0.0 -4.06 v1 -6.0 0.000 0.075 0.150 0.225 0.300 t [s] Dresden University of Technology Institute of Structural Analysis

  26. Investigation II input subspace for = 0 E [kNm-2] 2.7A107 3.2A107 result subspace for = 0 v2 at t = t1 = 0,099 s E = 3.2A107 E = 3.025A107 E = 2.7A107 v1 l v1 r 0 v1 v1 l = -4.04 mm v1 r = -3.84 mm v3 v2 at t = t2 = 0,100 s E = 3.2A107 E = 2.967A107 E = 2.7A107 v1 l v1 r 0 v1 v1 l = -4.06 mm v1 r = -3.92 mm v3 Dresden University of Technology Institute of Structural Analysis

  27. Example 2 Dynamic fuzzy structural analysis of a prestressed reinforced concrete frame structure, cross sections, materials * * cross bar columns h = 600 mm b = 400 mm prefabricated 6.00 m 10 i 16 8 i 16 reinforcement steel tendons anchors * 8.00 m concrete: fc0,m = 43 Nmm-2 ec0,m = 2.9 ‰ fct,m = 3.8 Nmm-2 Em = 29800 Nmm-2 reinforcement steel: fy,m = 551 Nmm-2 fu,m = 667 Nmm-2 ey,m = 2.62 ‰ eu,m = 7.0 % tendon parameters: A = 4 × 3 cm2; F = 4 × 292 kN; m = 0.18; b = 0.4°m-1 E = 195000 Nmm-2 (remain in the linear range) conduits: d = 40 mm; wedge slip: Dd = 0 mm Dresden University of Technology Institute of Structural Analysis

  28. Example 2 structural model and loading p2 h(t) Pv Pv p2 v Mt Mt Ph(t) m2 vh(t) Mt = 5.0 Mg m1 = 0.587 Mgm-1 m2 = 2.373 Mgm-1 m1 m1 statical loads Pv = 49.05 kN p2 v = 17.66 kNm-1 dynamic loads Ph(t) = a(t)AMt p2 h(t) = a(t)Am2 p1 h(t) = a(t)Am1 6.00 m kn kn a(t) a(t) p1 h(t) p1 h(t) 8.00 m horizontal acceleration of the foundation soil a(t) a(t) a0 1.0 1.1 1.2 1.3 0.0 t [s] 0.1 0.2 0.7 0.8 0.9 -1.0 Dresden University of Technology Institute of Structural Analysis

  29. Specification of the fuzzy analysis fuzzy input values fuzzy rotational spring stiffness m(k) 1.0 0.5 0.0 7.0 9.0 11.0 k [MNmrad-1] fuzzy acceleration m(a0) 1.0 0.5 0.0 0.35 0.40 0.45 a0 [g] fuzzy result value fuzzy displacement (horizontal) of the left hand frame corner mapping operator Dresden University of Technology Institute of Structural Analysis

  30. Deterministic fundamental solution plane structural model with imperfect straight bars and layered cross sections numerical integration of the differential equation system 1st order in the bars interaction of internal forces incremental-iterative solution technique to consider complex loading processes consideration of all essential geometrical and physical nonlinearities large displacements and moderate rotations realistic material description of reinforced concrete including cyclic and damage effects Dresden University of Technology Institute of Structural Analysis

  31. Numerical simulation constructing and loading process prestressing of all tendons and grouting of the conduits, no dead weight dead weight of the columns, hinged connection of the columns and the cross bar, dead weight of the cross bar transformation of the hinged joints into rigid connections (frame corners) additional translational mass at the frame corners and along the cross bar (statical loads) dynamic loads due to the time dependent uncertain horizontal acceleration a(t) dynamic analysis numerical time step integration using a modified Newmark operator, Dt = 0.025 s Dresden University of Technology Institute of Structural Analysis

  32. ~ largest fuzzy bending moment Mb at the right hand column base Fuzzy results ~ horizontal displacement vh(t) of the left hand frame corner a = 0.0 vh [mm] a = 1.0 (linear analysis) a = 1.0 120 60 0 -60 -120 -180 0.0 0.5 1.0 1.5 2.0 2.5 t [s] m(Mb) linear nonlinear analysis 1.0 0.0 0.0 55.9 81.8 109.0 141.8 182.8 222.6 Mb [kNm] Dresden University of Technology Institute of Structural Analysis

  33. stress-strain dependencies for concrete 1 and reinforcement steel 2 sc( 1 ) [Nmm-2] ss( 2 ) [Nmm-2] Consideration of thenonlinear material behavior cross sectional points to observe the nonlinear behavior of the material * * 1 concrete layer 2 reinforcement layer kn = 7.0 MNmrad-1 a0 = 0.45 g reinforcement steel tendons anchors * 5 600 0 360 0 -25 -360 -45 -600 -4.0 0.0 4.0 e [‰] 0.0 8.0 16.0 e [‰] Dresden University of Technology Institute of Structural Analysis

  34. Conclusions Conditions for realistic structural analysis and safety assessment · suitably matched computational models · reliable input and model parameters, uncertainty has to be accounted for in its natural form „There is nothing so wrong with the analysis as believing the answer!“ Richard P. Feynman Dresden University of Technology Institute of Structural Analysis

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