Lifetime-Oriented Structural Design Concepts- P2 potx

XXXII List of Figures 3.78 Load historywith various rest periods [150] . . . . . . . . . . . . . . . . . 192 3.79Behaviour ofthelong itudinal strain at S max /S min =0.675/0.10 192 3.80 Related longitudinal strain at S max /S min =0.675/0.10 193 3.81 Correlation between the fatigue strain andtheresidual stiffness subjected to differentsequences ofcyclic loading 194 3.82 Steps ofexposure andmeasuring duringCDF/CIF test [731] . . 195 3.83 Examplerelationshipbetween RDM andrelativemoisture uptake - concrete type 2 [610] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 195 3.84 Internal damage due to freeze-thaw cycles at several depths ofthespecimen(left), Moisture uptake vs.number of freeze-thaw cycles (right) 197 3.85Test devices anddefinitions 199 3.86 Cyclic flow rule (I) 200 3.87 Cyclic flow rule (II) 201 3.88 Intensityof accumulation in drained cyclicelement tests on soils (I) 202 3.89Intensityof accumulation in drained cyclicelement tests on soils (II) 204 3.90 Influence ofthegrain size distribution curve on D acc 205 3.91 Undrained cyclictests 206 3.92Effect ofcycles at σ = 0 207 3.93 Application of headed shear studs in composite bridges 208 3.94 Load-deflection behaviour of headed shear studs embedded in solidconcrete slabs under static loading 209 3.95 Fatigue strength curveforcyclic loaded headed shear studs according [685] 210 3.96 Safety concept to determinethelifetime ofcomposite structures subjected to high cycle loading 211 3.97 Tests with multipleblocks of loading 213 3.98 Tests to compare the effect ofthemode control - force control vs. displacementcontrol - andtheeffect of low temperature 215 3.99 Duration ofthecrackinitiation phase andcrackgrowth velocity due toverylowcyclic loads [685] 216 3.100 Details of the push-out test specimen 216 3.101 Servo hydraulicactuators 217 3.102 Position oftransducers 218 3.103 Development ofplasticslip over the fatigue life in series S1 - S4 220 3.104 Decrease ofstaticstrength vs.lifetime due to high cycle loading 221 3.105 Test programme and loading parameters ofthecomposite beam tests VT1 and VT2 226 3.106 Details of test beam VT1 228 3.107 Details of test beam VT2 229 List of Figures XXXIII 3.108 Test setup of test beams VT1 and VT2 230 3.109 Electriccircuitto detect complete shear failure ofheaded studs 231 3.110 Change of initial deflections due to cyclic loading 234 3.111 Load-deflection behaviour of test beams VT1 and VT2 in the static tests after cyclic loading 234 3.112Experimental determination of the reduced staticstrength of the steel section near midspan after high cyclepre-loading 235 3.113 Slipalongtheinterfaces ofsteel andconcrete after first loadingandaftercyclic loading 236 3.114Cracklengths at the stud feet after the cyclic loading phase - Preparation stages forexamination purposes 237 3.115 Representation ofdifferentfailure surfaces in the principal strain space 239 3.116 Stress-strain diagrams foruniaxial c ompressiveandtensile loading obtained from the damage model by Mazars 240 3.117 Anisotropic damage model by[604]: Illustration ofthefailure surface in the principal stress space, see eq.(3.29) 242 3.118 Definition ofalocal coordinate system anddecomposition ofthetraction vector t =into the normal part t n andthe tangential part t m 243 3.119 Anisotropicelastoplastic damage model by[534]: Influence of the scalar coupling parameter β on the stress-strain diagram 246 3.120Yieldconditions 247 3.121Stress-strain relation ofconcrete 249 3.122 Discrete representation ofcracks:Traction separation lawof the format t = t(  u  ) across the crack surface 253 3.123Strong DiscontinuityApproach:Additivedecomposition of the displacementfield u (equation (3.84)) 254 3.124 Strong DiscontinuityApproach:Strain fieldresultingfrom the displacementfield u(x)= ¯ u(x)+ ˆ u(x) 254 3.125Model-based concept for life time assessment ofmetallic structures 257 3.126 Numerical and experimental data for (a) material softening and (b) ratcheting effect 259 3.127 Low Cycle Fatigue in metals:Numerical andexperimental results forcyclically loaded round notched bar 260 3.128 Low Cycle Fatigue in metals:Damage accumulation and predicted damage in acyclically loaded round notched bar 261 3.129 S-N -approach 263 3.130 Degradation ofcompressivestrength andsequence effects 263 3.131 Evaluation of the approach for sequence effects 264 3.132Rheological element 265 3.133 Fatigue strain evolution 267 3.134 Split offatigue strains 268 XXXIV List of Figures 3.135 Evaluation ofthesplit variable β fat 268 3.136 Kinked crack and its equivalentelliptical cr ack 277 3.137Growth ofthecircular crack and its equivalentelliptical crack 279 3.138Orderoftheconsidered sequentialloading 280 3.139 Evolution ofthegeometry andtheorientations ofthe equivalentelliptical cr ack 281 3.140 Evolution ofthestiffness components in the principle directions 282 3.141Specimen geometry anddifferent mesh patterns 283 3.142 Load-cyclecurves fordifferent mesh patterns 284 3.143 Chemo-mechanical damage ofporous materials within the Theoryof Mixtur es 295 3.144 Conductivityofthepore fluid D 0 andmacroscopic conductivityof non-reactiveporous media φD 0 299 3.145 Chemical equilibrium function by G ´ erard [307,308] and Delagrave et al. [232] 302 3.146Microstructure, constituents and volume fractions ofconcrete as a partially saturated porous media 303 3.147 Chemical material parameters k and  u / r − 1 and oftheir depe ndence on the liquid saturation s l 312 3.148 Theoretical model for the prediction ofthemeanvalue ofthe ultimate shear resistance according [684] 317 3.149 Result ofthestatistical analysis of the results of 101 statically loaded push-out tests accordingto EN 1990 [16] . . . . . . . . . . . . . 322 3.150 Comparison of the result ofthestatistical analysis with the rules in cu rrentGerman andEuropean standards 324 3.151 Preparation stages forexamination purposes 324 3.152 Failure modes A a nd B 325 3.153 Weldcollar - Close-up viewofthecrackshowninFigure 3.152 326 3.154Correlation between reduced staticstrength and damage at the s tud feet based on the fatigue fracture area 327 3.155 Correlation between reduced staticstrength and damage at the stud feet based on crack lengths 328 3.156 Comparison offatigue test results with the prediction in Eurocode 4 329 3.157 Model for the prediction ofthefatigue life of a headed shear stud in a push-out test 331 3.158 (a) Reduced staticstrength over lifetime,(b) Comparison of the r educed staticstrength 331 3.159 Load-slipcurve of headed shear studs -load deflection behaviour 332 3.160 Effect ofhigh-cycle loading on the load-slipbehaviour 333 3.161 Elasticstiffness and accumulated plasticslip 334 List of Figures XXXV 3.162Relationshipbetween crack velocity, crack propagation and reduction ofstaticstrength 335 3.163 Fatigue strength and lifetime ofcyclic loaded shear studs 336 3.164Comparison between the test results with the lifetime prediction 338 3.165 Damage accumulation consideringtheload sequence effects 339 3.166 Damage accumulatio n in the c ase ofmultipleblock loading tests with decreasingpeakloads 340 3.167Comparison between the test results with the results ofthe lifetime prediction 340 3.168 Ductility after high cycle loading 341 3.169 Comparison between test results andfinite element calculatio ns 342 3.170 Comparison between test results andfinite element calculations 343 3.171Test ser ies S9 - Effect ofcontrol mode - Effect of low temperature 345 3.172 Failure surface oftheimproved material model CONCRETE 347 3.173 Compa rison between t he results of numerical simulationsand test results 348 3.174 Test beam VT1 - Effect ofhigh cycle loading on load bearing capacity 348 3.175 Cyclicbehaviour of test beam VT1 350 3.176Test beam VT2 - Effect ofhigh cycle loading -Typical crac k formati on 351 3.177 Geometryofatunnel liningsubjected to cyclichygral and thermalloading 352 3.178 Evolution ofthecrackwidth w ofatunnel liningsubjected to cyclichygral andthermalloading 352 3.179Scalar damage measure d at the crown ofatunnel lining subjected to cyc lichygral andthermall oading 353 3.180Liquid saturation S l at the crown ofatunnel liningsubjected to cyclichygral andthermalloading 354 3.181Simulation of a cementitious beam exposed to calcium leachingandmechanicalloading 355 3.182 Temporal evolution ofthevertical displacement u s ofthe cementitious beam andprediction ofthecollapse 355 3.183 Chemo-mechanical analysis ofaconcrete panel: Conditions 356 3.184 Chemo-mechanical analysis ofaconcrete panel: Results I 358 3.185 Chemo-mechanical analysis ofaconcrete panel: Results II 359 3.186Numerical simulatio n ofa concrete beam affected by alkali-silica reaction: Conditions 360 3.187 Numerical simulation ofaconcrete beam affected by alkali-silica reaction: Results I 361 XXXVI List of Figures 3.188 Numerical simulation ofaconcrete beam affected by alkali-silica reaction: Results II 362 3.189Numerical simulation ofaconcrete beam affected by alkali-silica reaction: Results III 363 3.190 Low Cycle Fatigue Model: (a)Spherical pressure vessel, (b) Vertical displacement-time plot oftheEl Centro earthquake . . . 363 3.191 Low Cycle Fatigue Model: (a)Damage accumulation (El Centro earthquake), (b)Temporal evolution ofthe maximalvoid volume fraction f 364 4.1 Overviewofthemethodologicalimplementation of lifetime oriented design concepts 366 4.2 Numerical modelingandgeneral multiphysics problem 375 4.3 Modelingand numerical analysis ofmultiphysics problems 376 4.4 Illustration of isotropic Lagrange shap e functions 381 4.5 Illustration ofanisotropic Lagrange shape functions 382 4.6 Computation ofgeneralized elementtensors ofmultiphysics p-finite elements 387 4.7 Sinusoidialloading ofatrussmemberandrel. error of internal energy plotted over the number ofdof 388 4.8 Modified Legendre-polynomials 390 4.9 Comparison ofhigh order shape function concepts 391 4.10 Comparison of the structure ofelement vectors andmatrices fortheLegendre- and Lagrange-concept 392 4.11 3D-p-element: definition and numbering ofelement vertices (N i ), edges (E i ) and faces (F i ) 393 4.12 3D-p-shape functions:nodal, edge, face and internal modes fordifferentpolynomial degrees 395 4.13 Structure types, corresponding classical finite elementmodels and 3D-p finite elementmodels with spatially anisotropic approximations 396 4.14 Hygro-thermo-mechanicalloading of a structural segment, Fieldwise anisotropicdiscretization usingthep-FEM 398 4.15 Discretization ofthestandard structures (truss, slab, shell) into aninfinite numbers ofelements 399 4.16 Relative reduction ofsystem nodes/doffordifferent structures 402 4.17 Strategy forsolving non-linear vectorequation r i (u)=r 404 4.18Control of load factorand Newton-Raphson iteration 404 4.19 Algorithmic set-up oftheload controlled Newton-Raphson scheme 4 06 4.20Illustration ofarc-length methods andpredictorstep calculation 407 4.21Algorithmic set-up ofthearc-length controlled Newton-Raphson scheme 410 List of Figures XXXVII 4.22 Designof Newmark type time integration schemes 413 4.23Illustration of Newmark andgeneralized mid-point approximations 414 4.24 Algorithmic set-up of Newmark-α schemes includingerror controlled adaptivetime stepping 417 4.25 Galerkin time int egration sc hemes 418 4.26Algorithmic set-up ofdiscontinuous andcontinuous Galerkin time integration schemes 423 4.27 Modular concept formultiphysics finite elementprograms 425 4.28 Examplegeometry and warping-based errorcriteri on 432 4.29Tw o-elementexample with t wo hanging nodes 434 4.30 Beam 1: Geometry andboundary conditions 435 4.31 Beam 1: Load-displacementcurvefor tolerr =10 −5 and crit1 (various nGP) 435 4.32 Beam 1: Different states ofmeshrefinement (Q1SPs/o, 16El.), contours: accumulated plasticstrain 436 4.33 Beam 1: Load-displacementcurveand number ofelements for tolerr =10 −7 and crit1 (various nGP0) 437 4.34 Beam 1: Load-displacementcurveand number ofelements fordifferenttolerances and crit2 (Q1SPs/o, nGP0 =16) 438 4.35 Beam 2:Load-displacementcurveand number ofelements fordifferenttolerances and crit2 (Q1 SPs/o, nGP = 16) 438 4.36 Beam 2 :Different states ofmeshrefinement (Q1SPs/o, 16 El.), contours: accumulated plasticstrain 439 4.37 Plate 1: Geometry andboundary conditions 440 4.38 Plate 1: Load-displacementcurveand number ofelements for differenttolerances and crit2 (Q1SPs, nG P = 8) 440 4.39 Plate 1: Load-displacementcurvefordifferenttolerances and crit2 (Q1SPs, nGP = 8) 441 4.40Plate 1: Different states of mesh r efi nement (Q1SPs/o, 16 El.), contours: accumulated plasticstrain 441 4.41Plate 1: Load-displacementc urveand number ofelements fordifferent load steps and crit2 (Q1SPs/o, nGP = 8, tolerr =0.01) 442 4.42 Plate 1: Load-displacementcurveand number ofelements fordifferent load steps and crit2 (Q1SPs, nGP = 8, tolerr =0.0001) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 442 4.43I llustratio n of h- and p-methoderrorestimates and indicators 443 4.44 Algorithmic set-up fortheerrorcontrolled adaptivetime integration by Newmark-α schemes 447 4.45Algorithmic set-up fortheerrorcontrolled adaptivetime integration byNe wmark-α or p-Gale rkin methods and h-methoderrorestimates/indicators 447 XXXVIII List of Figures 4.46Algorithmic set-up fortheerrorcontrolled adaptivetime integration by p-Galerkin methods and p-methoderror estimates/indicators 448 4.47 Function to be approximated 450 4.48 Approximation ofequation (4.147) 451 4.49Normal andtangentialvector 452 4.50 Four crack tipfunctions 453 4.51 Crack with onekink 454 4.52 Crack after mapping 456 4.53 Multiplekinked crack 456 4.54 Multiplekinked crack after the first mapping 457 4.55 Point x andmirrored point ˆ x 458 4.56 Strain ε fromequation (4.173) fortheintegral(4.175) 462 4.57 Number of integration points used in the numerical integration of (4.174) 462 4.58 Strain ε fromequation (4.17 3) fortheintegral(4.177) 463 4.59 Number of integration points used in the numerical integration of (4.176) 463 4.60 Strain ε fromequation (4.173) fortheintegral(4.17 9) 465 4.61 Number of integration points used in the numerical integration of (4.178) 465 4.62 Strain ε fromequation (4.17 3) fortheintegral(4.181) 466 4.63 Number of integration points used in the numerical integration of (4.180) 466 4.64 Strain ε fromequation (4.17 3) fortheintegral(4.183) 467 4.65 Number of integration points used in the numerical integration of (4.182) 467 4.66 Strain ε fromequation (4.173) fortheintegral(4.185) 468 4.67 Number of integration points used in the numerical integration of (4.184) 468 4.68 Tension test configuration 469 4.69 Displacements u x for the deformed system usingbilinear shape functions 470 4.70Displacements u x for the deformed system,left: using bi-quadraticshapefunctions, right: using quadratic hierarchical shape functions 470 4.71Differences ofdisplacements inside the 1st blendingelement 471 4.72 Differences ofdisplacements inside the 2ndblendingelement 471 4.73Differences ofdisplacements inside the 3rd blendingelement 472 4.74 Differences ofdisplacements inside the 4th blendingelement 472 4.75Differences ofdisplacements inside the 5th blendingelement 473 4.76Numericalintegration in the context of X-FEM: Subdivision ofthecontinuum element into six sub-tetrahedrons 475 4.77 Separation ofasub-tetrahedron by aplane crack segment 475 4.78 C 0 -crack planeevolution 476 List of Figures XXXIX 4.79Definition ofthecrackplaneby point P and normalvector n 477 4.80 Constantstrain triangular elementcutby means ofaplanar internal boundary ∂ s Ω; see [745] 481 4.81 Enhanced discontinuous displacementfield ru (H s − ϕ): (a) bi-linear approximation (2 nodes in Ω + ); (b) bi-quadratic approximation (1 node in Ω + ) 482 4.82 Numerical studyofanotched concrete beam: dimensions (in [cm]) andmaterial parameters 486 4.83Numerical studyofanotched concrete beam usingthe proposed multiplecrackconcept andtherotatingcrack approach 488 4.84 Sketch forthecomputation oftheSIF forakinkingcrack with r → 0 491 4.85Schematicfigureforthecalculation oftheSIF with constant radius forkinkingcracks 491 4.86Sketch of K II (left) and |K II | (right) depending on the angle θ forathreepointbendingtest 492 4.87 Energy function Π tot forathreepointbendingtest 4 93 4.88 Crack simulation ofadouble notched slab:System, material data andfinite elementmesh 494 4.89 Crack simulation ofadouble notched slab:Visua lization of the crack topology by the φ =0-level set 495 4.90 Crack simulation ofadouble notched slab: Comparison of crack topology and of load-displacementcurves 495 4.91 Bumericalinvestigation ofcrackpropagation ofan anchor pull-out test:System andfinite element mesh (NE = 996) . . . . 496 4.92 Numericalinvestigation ofcrackpropagation ofan anchor pull-out test: Crack topolog y anddisplacement u 3 in pull-out direction 497 4.93 Numericalinvestigation ofcrackpropagation ofan anchor pull-out test:Stress σ 33 at the beginningandtheend ofthe crack process 497 4.94 Numericalinvestigation ofcrackpropagation ofan anchor pull-out test:Load-displacementcurve 498 4.95 Concept fortheefficientsimulation ofdynamic, partially damaged structures 501 4.96 Decomposition of the structure 507 4.97Geometry and loading 513 4.98Exploded viewof the bridge 514 4.99 Damage evolution in the largest two hangers 515 4.100 Displacement in X 2 -direction in point B 516 4.101 Mean relativedisplacement-based error in point B 516 4.102Comparison of a pure implicitandan explicitcalculation of accumulation 518 XL List of Figures 4.103 General definition ofthefailure domain depending on scatteringresistance (R) a ndstress(S) values 529 4.104 Standardization ofan exemplary 2Djointdistribution function for a subsequent FORM/SORM analysis 532 4.105 Comparison of Latin Hypercube Sam plingand Monte-Carlo Simulation 536 4.106 Parallel execution ofstochastically independent DC-MCSof fatigue analyses on adistributed memory architecture [824] 545 4.107 Parallel software framework 561 4.108Experimental setup 562 4.109 Damage equipment 563 4.110 Singular values 564 4.111 1’st eigenfrequency andmode shape 564 4.1122’ndeigenfrequency andmode shape 565 4.113 3’rd eigenfrequency andmode shape 565 4.1144’th eigenfrequency andmode shape 566 4.115 Cut modelling 566 4.116 Optimization topol ogy 570 4.117 The new3-series convertible 573 4.118 3-series convertible with battery 574 4.119 Battery as vibration absorber 574 4.120FEmodelof the shaker test arrangement 575 4.121Measured acceleration data forthey-dir ection 576 4.122 Power spectral density function of t he resulting von Mises stress fortheelements of Figure 4.119, load direction y 577 4.123 Dirlik distribution function of the stress amplitudes 579 4.124 Typical stress picture for load in y-direction (Time History Analysis) 581 4.125 Expected life time in arbitr ary time units fortheTime History calculation (acceleration load in y-direction) 582 4.126Hygro-mechanically loaded concrete shell structure:System geometry andmaterial data 584 4.127 Hygro-mechanically loaded concrete shell structure:Hygral boundary conditions oft heinner and outer surface ofthe shell 584 4.128 Hygro-mechanically loaded concrete s hell structure:Finite elementmeshofthenumerical analysis 585 4.129Hygro-mechanically loaded concrete shell structure: Deformation and stresses due to dead load 586 4.130 Hygro-mechanically loaded concrete shell structure: Distribution oft hesaturation S l 587 4.131 Hygro-mechanically loaded concrete shell structure:Damage evolution at the support area 588 4.132 Hygro-mechanically loaded concrete shell structure:Damage zoneand accelerated transport process in the area ofcracks 588 List of Figures XLI 4.133 Hygro-mechanically loaded concrete shell structure: Distribution of saturation S l and damage variable d across the shell thickness (I) 589 4.134 Hygro-mechanically loaded concrete shell structure: Distribution of saturation S l and damage variable d across the shell thickness (II) 590 4.135 Calcium leaching of a cementitious bar and a cementitious beam: Geometry, FEmeshandchemicalloadinghistory 591 4.136 Calcium leaching of a cementitious bar:Numerical results obtained fromthecG(1) method 593 4.137Calcium leaching of a cementitious bar:Numerical results andtime integration error obtained from adaptive Newmark integration 595 4.138Calcium leaching of a cementitious bar:Time histories c(t, X 1 )/c 0 obtained fromdG(p)-integration (t [10 8 s], X 1 [mm]) 596 4.139 Calcium leaching of a cementitious bar:Time histories c(t, X 1 )/c 0 obtained fromcG(p)-integration (t [10 8 s], X 1 [mm]) 597 4.140 Calcium leaching of a cementitious bar:Spatiallocal and global errorestimates for Newmark time integrations 598 4.141 Calcium leaching of a cementitious bar:Logarithm oferror estimates e Δt/5 fordG-methods with differenttime steps Δt . . . 599 4.142 Calcium leaching of a cementitious bar:Logarithm oferror estimates e p/p+1 fordG-methods with differenttime steps Δt . . 600 4.143 Calcium leaching of a cementitious bar:Logarithm oferror estimates e p/p+1 and e Δt/5 forcG-methods with different time steps Δt 601 4.144 Calcium leaching of a cementitious bar:Average relative errors oftheNewmark methodand Galerkin methods 603 4.145 Calcium leaching of a cementitious beam:Numerical results obtained fromcG(1) 604 4.146 Calcium leac hing of a cementitious beam:Investigation of the oscillations in the results ofcG(1)- andcG(2)-solutions . . . . 605 4.147 Calcium leaching of a cementitious beam:Investigation of the robustness ofthecG(1)-solution forsmall T c  606 4.148 Pictures of damaged road bridge in M¨unster (Germany) and correspondent FEmodels 607 4.149 Refined FEmodels ofaconnectingplate andthe correspondent welding 608 4.150 Effective stress values ofaconnectingplate under a constant rodd eflection 610 4.151 R epresentativesurfaceofpartial damage values for varying windand initial displacements at the critical tierod 611 [...]... amplification effects due to influences 2 1 Lifetime-Oriented Design Concepts Appropriate Quality Assurance for structural design, detailing and execution QA is a very important overhead necessity, also for lifetime-oriented design concepts, in order to eliminate big mistakes and big errors a priori, as well as to make sure that certain tolerable deviations of structural qualities are not exceeded This... Lifetime-Oriented Design 7 lifetimes The progress in lifetime-oriented design concepts can contribute to an international harmonization of warranty law 1.5 Fundamentals of Lifetime-Oriented Design Authored by Friedhelm Stangenberg Current structural design concepts are oriented towards serviceability as well as towards safety against failure They are based on structural virgin states, largely excluding pre-damage... warranty for structural qualities is different in diverse countries (according to warranty laws in European countries: 5 or 10 years or other) New law aspects will perhaps follow in new design concepts making a successful service life more reliable Duration time of warranty according to law should be in correlation with the degree of realizability of structural 1.5 Fundamentals of Lifetime-Oriented Design. .. Friedhelm Stangenberg Current design standards do not provide a satisfactory basis or procedure to ensure expected structural lifetimes These may vary from only a few years— for temporary structures—to more than a century for tunnels, dams of water reservoirs, or nuclear repositories There is an urgent demand for handling this wide spectrum of lifetimes, in structural design and maintenance An appropriate... the safety parameter decreases below the admissible safety limit, or the structural damage parameter increases beyond the admissible damage limit, then the structural service life will be terminated If the failure safety value or the structural damage parameter both reach unity, the structure (theoretically) will fail The initial structural properties must have sufficient reserves, in order to compensate... 630 647 1 Lifetime-Oriented Design Concepts Authored by Friedhelm Stangenberg 1.1 Lifetime-Related Structural Damage Evolution Authored by Friedhelm Stangenberg Structures deteriorate during their lifetimes, e.g their original quality decreases In terms of structural safety, this reduces the original safety margin, a process, which also can be described as an increase of structural damage If, in such... losses or restrictions of use (in cases of interruptions for maintenance), costs of financing for the initial construction and, in case, for later maintenance and repair 6 1 P Lifetime-Oriented Design Concepts costs constant designed for no maintenance service life (without maintenance measures) P costs savings at the beginnig inspections and maintenance (eventually temporary loss of use) Fig 1.6 Service... cumbersome in view of the input data required and the computer time needed For practical design it is sufficient to apply equivalent static gust wind loads 2.1 Wind Actions 11 They are based on the so-called gust response factor G that incorporates the most adverse gust effect on a structural response, which dominates in the design, the so-called leading response Aeroelastic oscillations, such as galloping... limits of serviceability The final structural properties, at the end of the service life or at the end of the relevant inspection interval, respectively, must include a minimum resistance safety, a minimum serviceability level, and other minimum qualities Lifetime-related deteriorations can happen in various forms and can consist of various components For example for structural concrete, the lifetimerelated... of structural members Determination of compressive strength at time of construction Concrete strength grades according to German standards Summary of the results of the FE calculations of strip foundations under cyclic loading 406 409 445 446 514 569 571 571 582 592 602 609 615 619 619 624 629 630 647 1 Lifetime-Oriented . research Integrated design concepts Appropriate Quality Assurance for structural design, detailing and execution QA is a very important overhead necessity, also for lifetime-oriented design concepts,. limit, or the structural damage parameter increases beyond the admis- sible damage limit, then the structural service life will be terminated. If the failure safety value or the structural damage. oft heFEcalculatio ns ofstrip foundationsunder cyclic loading 647 1 Lifetime-Oriented Design Concepts Authored by Friedhelm Stangenberg 1.1 Lifetime-Related Structural Damage Evolution Authored by Friedhelm Stangenberg Structures