12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 1 Nonlinear Combination of Multiple Environmental Design Parameters Based on FORM Algorithms Bernt J. Leira Professor, Dept. of Marine Technology, NTNU, Trondheim, Norway ABSTRACT: Methods and principles for derivation of joint design parameters for multi-component environmental processes are briefly reviewed. This is frequently referred to as a "load combination problem". The application of so-called design contours for analysis of such load combinations is highlighted. Existing procedures for construction of design contours are summarized, and extension to situations where the characteristic time scales for the different process components are widely different is outlined. Development of tools based on application of "translation processes" is described. Particular examples are given which represent cases with both two and three different load components which are acting simultaneously. 1. INTRODUCTION In the present paper, general methods for identifi-cation of load combinations in relation to stochastic processes are first highlighted. The particular case of multiple FBC-processes with known probability amplitude distribution is subsequently addressed. (FBC refers to the work by FerryBorges&Castanheta (1971)). The case where all process components have identical basic time intervals is first considered. FBC-processes with widely different basic time intervals are next investigated. A methodology is outlined which enables to establish the so-called “environmental design contour” also for this case. Relationships between environmental parameters and structural load effects are frequently available once the particular characteristics of a specific structure to be installed are defined. This is most straightforward for the static type of response, while dynamic response (e.g. due to stochastic loading) generally requires significant computational efforts (unless simplified methods are applied). The present paper illustrates how a FORM search can be applied along the limit state surface in order to identify the relevant “load combination point” for such cases. This requires that a particular type of linear or non-linear load-effect combination is also specified. This combination will typically be based on a particular mechanical limit state function which is relevant for the whole structure or one of its components. The motivation for the present work is to highlight and further extend the methodology behind load combination rules for structures subjected to multiple environmental processes. 2. LOAD COMINATIONS FOR CONTINUOUS PROCESSES A distinction should be made between combination of loads versus combination of load effects. Combination of external loads with given magnitudes will in general imply different relative magnitudes between the associated load effects. In codified design, combination of different types of loading are typically specified in terms of return periods for the different environmental processes. As an example, for offshore structures the dominant load component is specified to have a return period of 100 years, while the secondary component is frequently specified to have a return period of 10 years. Distinction should further be made between cases where the relationship between the load-effects and environmental parameters are known and cases where these relationships have not yet been obtained. A further division can be made 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 2 between cases for which the mechanical limit state function is known and cases where it is not available. If a limit state function is specified, a load-effect combination needs to be analysed which frequently will involve dynamic effects. The combined load effect is frequently analyzed by means of the so-called up-crossing rate (or more generally the out-crossing rate for multidimensional formulations), see e.g. Madsen et. al. (1986) and Melchers (1999). Simplified and less accurate methods for definition of relevant “point values” which are assumed to cover the most critical load combinations have also been introduced. One example is the celebrated Turkstra rule, see Turkstra (1970). A second type of simplified method is the so-called “Square-root-of-sum-of-squares” rule (SRSS-rule). However, these simplified load combination methods do not explicitly take into account the particular distribution functions which apply for the involved components. For process components which are discrete instead of continuous-valued, the analysis can be simplified by utilization of the step-wise behavior of the sample functions. This is achieved by means of the FBC-process representation which was mentioned above based on application of the particular type of distribution function and the characteristic time interval for each process component. In general the time interval T will be different for the different process components. In some cases the lengths of the time scales are widely different as for example in connection with the joint representation of wind and snow parameters. 3. CONTOUR METHODS FOR PROCESS COMPONENTS WITH IDENTICAL BASIC TIME INTERVALS 3.1 General For cases where the limit state function is not specified, a range of environmental conditions that are relevant can still be identified. This is based on consideration of the multi-dimensional joint probability density and distribution functions which define the long-term statistical properties of the load components. In the following, a brief review of the much-applied contour methods for identification of relevant design events is first given. The connection with the FBC process is also highlighted. Subsequently, load effect combinations for cases with known limit state functions are considered together with identification of the associated “load combination point”. 3.2. Design Contours Environmental processes such as wind and wave characteristics are generally of a non-stationary character. A simplified representation is typically applied where these processes are modeled according to the step-wise representation as mentioned above. The “step-levels” of the basic components are generally non-Gaussian distributed. However, they can still be represented as transformations of processes which have Gaussian distributed step levels. These are frequently referred to as “translation processes”. The transformation between these basic processes and the auxiliary normalized Gaussian processes is e.g. be provided by the Rosenblatt transformation, see e.g. Madsen et. al. (1986), Melchers (1999). For two process components this transformation is expressed as: 12 11 x 12 x |x 2 1u t F x tu t F x t | x t (1) where the second component involves the conditional distribution function of x2 given x1. For the case of uncorrelated basic components only the diagonal terms will be non-zero, and the elements of the Jacobian matrix simplify into the following expressions: ui/xi = Jij(xi) = fi(xi) /(ui(xi)) (2) In the case of correlated basic components more complex expression apply although they can in principle be evaluated in a straightforward way. Other possible types of transformations also exist. As an example, the Nataf transformation can be applied, see Nataf (1962), Der Kiureghian and Liu (1986). 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 3 For the normalized components, the corresponding cumulative distribution for the distance from the origin to a specific point will be independent of the direction in the transformed space. This is due to the isotropic properties of the transformed processes. This implies that the iso-probability levels correspond to concentric circles. The probability of exceeding a given value of the radius (R) in any direction is hence given by the following expression pf (R)= 1-Φ(R) = Φ(-R) (3) This probability can also be interpreted in terms of a specific return period: Designating the number of repetitions of the basic time interval which corresponds to the given return period by N, the probability of exceeding the corresponding radius value is expressed as: pf (R)= Φ(-R) = 1 – (1/N) (4) Examples of 2D and 3D contours corresponding to given return periods are given in Sections 5 and 6 of the present paper. 3.3 Combination of Load Effects and Identification of the “Load Combination Point”. For each point along the design contour the corresponding load effect can be computed once a sufficient number of structural properties are given. Static load effects can frequently be expressed directly as functions of the environmental parameters. For stochastic dynamic load effects such relationships can usually only be established for the parameters of the probability distributions of the response processes (or the fractiles of the response distribution). Introducing a specific limit state function, a linear or non-linear combination of the load effects will result. The associated limit state surface can further be transformed into the space of the normalized Gaussian processes. The most critical combination of the associated load parameters is then obtained as the point on the limit state surface which has the minimum distance to the origin. This point can e.g. be identified based on FORM/SORM algorithms, see e.g. Madsen et. al. (1986), Melchers (1999). Having obtained this “critical “point, a scaling of the corresponding radius vector can be performed. The resulting new point after scaling is located on the environmental contour surface (i.e. the contour which corresponds to the given return period). This scaled point then represents the relevant “load combination point”. Comparison of this point can then be made with results from e.g. the Turkstra and SRSS rules. 4. ENVIRONMENTAL CONTOURS AND LOAD COMBINATIONS FOR PROCESSES WITH NON-UNIFORM BASIC TIME INTERVALS 4.1 General Two main options for analysis of the case with non-uniform time intervals are considered in the following: Option (i) Redefinition of the cumulative distribution functions for all the components except the one with the longest time interval. Introducing the notation ni = ( T / iT ) for the ratio between the longest time interval and the interval length for component number i, the modified distribution function then reads: iiTi niXX xFxF )(, (5) where iX xF i is the cumulative distribution function for the short time interval, while xF TiX , is the corresponding cumulative distribution corresponding to the longest time interval. The transformation into the normalized components can be performed in the same way as before. Option (ii) Direct transformation into normalized components and subsequently accounting for the differences in reference time intervals. This procedure is based on re-scaling of the components with the shortest time intervals. Regarding the second option, the same type of 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 4 transformation as for FBC processes with identical basic time intervals can be applied. The “radius value” of normalized component number i which corresponds to the given return period is denoted by Ri,, which is obtained by solving Equation (4) when inserting the number of load interval repetitions which corresponds to that particular component. To simplify the description, the two-dimensional case is considered as an example. Denoting the direction angle in the normalized plane by , the two components are now expressed by decomposing the respective component values to the U1 and U2 axis. This gives on component form: sincos2211RuRu (6) This can also be expressed in terms of the equation for a corresponding ellipse as 1222211 RuRu (7) Examples of such an extreme contour ellipse (ECE) in the “normalized” plane with N1=100 and N2=10000 is shown in Figure 1(a). (a) N1=100, N2=10000 (a) N1=100, N2=1000 Figure 1. Comparison of contours in the “normalized” plane. The corresponding result for N1=100 and N2=1000 is shown in Figure 1(b). There is a pronounced downwards shift of the maximum point along the vertical axis for case (b) as compared to case (a). The points which correspond to the Turkstra and SRSS rules are also shown in the figure. 4.3 Search for Load Combination Point For option (1) the search for the “load combination point” is performed in the same manner as for the case with identical time intervals. For option (2), a re-scaling of the component axes corresponding to all but the longest basic time interval is performed in the normalized space. The scaling is expressed by: iii RRuu mod, (8) where R is the “radius value” which corresponds to the given return period for the component with the longest time interval. Having performed such a scaling, the search for the design point proceeds in the same way as for the first option. 5. EXAMPLE OF A TWO-DIMENSIONAL SRSS Turkstra Turkstra SRSS Turkstra Turkstra 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 5 LOAD COMBINATION 5.1 General Description “Environmental parameter processes” which correspond to mean wind and significant wave height are first considered. Both the mean wind velocity and the significant wave height are assumed to be characterized by their respective Weibull distributions. Both processes are first assumed to have the same basic time interval which is taken to be 3 hours. For a return period of 100 years, the values of R1 and R2 will then both have values of 4.5. The effect of applying different basic time intervals for the two components is subsequently investigated. The two processes are presently assumed to be uncorrelated. Furthermore, normalized processes are applied for the two environmental parameters, which means that both of them have scale factors which are equal to unity. This implies that in order to obtain the physical magnitudes of the environmental parameters, they need to be multiplied by the respective Weibull scale parameters for each specific case. The shape parameter of the distribution for the mean wind velocity is set to 2.2u , while for the significant wave height a value of 6.1w is applied. This means that the cumulative distribution function for the process “step levels” in both cases is given by xxFX exp1 (9) where is the particular shape parameter that applies for each component, i.e. 2.2 u or 6.1 w , respectively. As mentioned, the variable x represents the physical quantity divided by the corresponding Weibull scale parameter. For each of the independent load components which are Weibull distributed, the transformation into standard Gaussian variables is then expressed as follows: xxui exp11 (10) where 1 is the inverse of the standard Gaussian distribution function. Subsequently, the combined static load effect due to these two environmental processes is considered and a limiting capacity value for this combined load effect is introduced. The relevant “load combination point” identified in the response plane by means of the FORM algorithm is described in the next section. 5.2 Contour and design point for identical basic time intervals The two-dimensional contour which corresponds to the (dimensionless) wind-wave environmental processes with a return period of 100 years (i.e. N = 292 000) is shown in both Figure 2 and Figure 3 below. In Figure 3, the contour corresponding to non-uniform time scales is also included for the purpose of comparison. Application of the present contour in connection with identification of the load combination “point” based on a particular limit state function is next considered. The static response of the structure due to the mean wind, rs,u is assumed to be given by an expression of the following type: rs,u= Cu · U2 (11) where Cu is a coefficient which depends on the geometry of the part of the structure which is subjected to the wind, in addition to the stiffness and material properties of the structure itself. U is the normalized wind velocity with a probability distribution function of the type given in Equation (10) with a shape factor of 2.2. In the present example the coefficient Cu has a value of (1/(3.6*3.6)). Similarly, the static response of the structure due to the (second order) action of the waves is represented by the following expression: 2wws, Cr W (12) where the proportionality factor for this load effect is equal to Cw=(1/(5.5*5.5)). The design limit now corresponds to the normalized stress being equal to 1.0 which gives 1rr ws,us, 1CUC 2w2u W (13) or 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 6 2w2u WCUC-1W)g(U, (14) where g(U,W) designates the limit state function. The corresponding limit state corresponds to this function being equal to zero. This constitutes an ellipse in the (non-dimensional) wind-wave parameter-plane. The associated 100-year contour and the limit state surface are shown in Figure 2. The point with the minimum distance to the origin in the normalized plane is identified by the FORM algorithm which was referred to above. The point obtained by scaling this point to the design contour represents the “load combination point”. In the standard Gaussian plane, the point on the failure surface has coordinates (4.5, 1.5) which corresponds to (4.9, 1.6) in the non-dimensional wave-wind plane. The corresponding point on the contour has the following coordinates: (4.6,1.5). The physical values will depend on the Weibull scale parameters. As an example, consider a case for which the scale parameter for the wave height is 5 m and 10 m/s for the wind velocity which gives combination point coordinates of (23 m,15 m/s). Figure 2. Contour and limit state surface for the case with uniform time intervals for both wind and wave components (N = 292 000). In the standard Gaussian plane, the load “combination point” has coordinates (4.3,1.4). By dividing these coordinates with the 100-year return value (i.e. R1=R2=R=4.5) for both components, we obtain the following ratios (-4.3/4.5,1.5/4.5) = (0.95, 0.3). The corresponding return periods for these down-scaled environmental parameters can then also be determined. 5.3 Contour and design point for non-uniform time intervals The time interval for the wind process is next taken to correspond to 10 minutes, which is 1/18 of the time interval for the wave process (which is 3 hours). For the wind process, the transition between different time intervals can be performed by application of proper conversion factors for the mean wind velocities (corresponding to different averaging times). Particular expressions for such a conversion are summarized e.g. in Ghiocel and Lungu (1975). As an example, the conversion factor from the 10-minute average value to the 1-hour average value is (1/1.20) = 0.83 for city areas, while it is (1/1.05) = 0.95 for the seacoast. The corresponding values for conversion from 10-minutes to 3 hours are respectively (1/1.35) = 0.74 and (1/1.07) = 0.93 for city areas and the seacoast. The latter value (i.e. (1/1.07) for the seacoast) is applied in the present study. For the wind velocity there will hence be a two-fold effect related to application of shorter basic time intervals: (i) The probability distribution for the average wind velocity is shifted to higher values and (ii) The number of basic time intervals (i.e. number of repetitions) is significantly increased which also serves to shift the probability distribution upwards. Clearly, the assumption of independence between the 18 repeated 10-minute average sequences is in general highly questionable. The presence of correlation would imply that instead of 18 independent repetitions a reduced “equivalent” number could be applied. The contours which correspond to a 3hr versus 10 minute time interval for the wind process are compared in Figure 3. There is a very strong difference between the contour shapes for the two cases. The design point in the non-dimensional wave wind plane now has coordinates (2.2, 3.3). The corresponding point in the transformed Gaussian plane has coordinates (1.9,3.7). Scaling this to the G-function ECE 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 7 environmental contour, the load combination point in the wave-wind plane has coordinates (2.2,3.2) and (1.9,3.5) in the Gaussian plane. By dividing these values with the corresponding 100-year return values we obtain (1.9/4.5, 3.5/5.08) = (0.4, 0.7) for the present case. This implies that the relative influence of the wind load has increased significantly as compared to the uniform case. Figure 3. Comparison of contours for the case with (a) uniform time intervals (N1 = N2= 292 000) (b) non-uniform time intervals for the wave-wind process. (N1 = 292 000, N2 = 5 256 000). 6. EXAMPLE OF A THREE-DIMENSIONAL LOAD COMBINATION 6.1 General An example with three different environmental components is next considered. The two first components are the same as in the previous example, while the third component corresponds to the water current velocity. Until now it has been common practice to use averaging periods of 10 minutes and longer (e.g. 30 minutes) when recording the current flow directly. However, much shorter intervals have also been considered as relevant, Yttervik (2004). It seems that studies on conversion factors between velocities for different averaging times are not available and will probably be very site dependent. In the present analysis a basic time interval length of 10 minutes is applied. The cumulative probability distribution of the (dimensionless) mean current velocity is also assumed to be given by a Weibull distribution. The current velocity is normalized such that the scale factor is equal to unity. The corresponding shape factor is 2.1c . The static load effect due to the current is given by an expression which is similar to those for the static wind and wave loads: 2ccs, Cr C (15) The values of the three constants for the three-dimensional case are now set equal to Cu = 1/(10.*10.), Cw = 1/(5.5*5.5) and Cc = (1/(6*6)). The total static load effect is expressed as the sum of all the three contributions, and the resulting limit state function then becomes: 22w2u CUC-1C)W,g(U, CCW c (16) which represents the surface of an ellipsoid in the three-dimensional wave-wind-current space (when the limit state function is equal to zero). 6.2 Contour and design point for identical basic time intervals The contour surface which corresponds to non-dimensional wave, wind and current values is shown in Figure 4 for the case with N1=N2=N3=N= 292 000 (which corresponds to a return period of 100 years). Figure 4. Contour surface in the non-dimensional “wave-wind-current” space for the case with identical time intervals (N1=N2=N3=N=292 000, corresponding to a return period of 100 years). 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015 8 The point on the failure surface which is identified to be closest to the origin based on application of the FORM algorithm is found to have coordinates (1.6, 1.5, 5.3) in the normalized wave-wind-current space. In the Gaussian space the corresponding coordinates are (1.2, 1.4, 3.2). The scaled “load combination point” which is located on the contour surface has coordinates (1.1, 1.3, 3.1) in the Gaussian space and (1.5, 1.4, 5.2) in the non-dimensional wave-wind-current space. The physical values can subsequently be obtained by multiplying with the respective scale parameters. It is seen that the current is the dominant load parameter for the present combination. 6.3 Contour and design point for non-uniform time intervals As the next step, a different FBC-model is applied where the basic time interval for both the average wind and current velocity are 10 minutes, while that for the significant wave height is 3 hours. The contour surface for this case is shown in Figure 5. It is observed that it is widely different from the contour surface in Figure 4. Figure 5. Contour surface in the non-dimensional wind-wave-current space with non-uniform basic time intervals. (N1= 292 000, N2= 5 256 000, N3=5 256 000) The coordinates of the “load combination point” in the normalized wave-wind-current space are now computed as (0.4, 3.1, 1.8). This implies that the wind becomes the dominating load parameter instead of the current as for uniform time intervals. 7. CONCLUDING REMARKS The role of contours in relation to calculation of design load effects and the associated proper load combinations was highlighted. Application examples were given, both for the case with identical basic time intervals and for the case with non-uniform intervals. A non-linear combination of load effects was applied to illustrate the implications of the analysis procedure. For the mean wind velocity (and also for the mean current velocity) the issue of averaging period seems to have a strong influence on the resulting contour shape. Accordingly, relevant conversion formulas between different averaging periods for the environmental processes that are involved should be readily available for user of design codes in order to achieve a transparent formulation. The assumption of independence between values for reduced averaging periods also needs further clarification. 8. REFERENCES Der Kiureghian, A. and Liu,P.L. (1986):”Structural Reliability Under Incomplete Probability Information”, ASCE, Journal of Engineering Mechanics, Vol. 112, No 1, pp 85-104. FerryBorges,J .& M.Castanheta (1971): Structural Safety, course 101 , 2nd edition. Lisbon: Laboratorio National de Engenharia Civil. Ghiocel, D. and Lungu, D. (1975): Wind, Snow and Temperature Effects on Structures Based on Probability, Abacus Press, Kent, England. Madsen, H; Krenk, S. and Lind, N.C. (1986): Methods of Structural Safety. Prentice-Hall, Englewood Cliffs, Ney Jersey. Melchers, R.E. (1999): Structural Reliability Analysis and Prediction, John Wiley & Sons, Chichester, England. Nataf, A. (1962): ”Determination des distributions dont les marges sont donnees”, Comptes Rendus de l’Academie des Sciences, Paris, 225,42-43. Turkstra, CJ (1970). ”Theory of Structural Design Decisions”, Study No 2, Solid Mechanics Division, University of Waterloo, Waterloo, Canada. Yttervik, R. (2004): Ocean current variability in relation to offshore engineering. Phd thesis, Dept. Marine Technology, NTNU, Trondheim, Norway.
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International Conference on Applications of Statistics and Probability in Civil Engineering (ICASP) (12th : 2015)
Nonlinear combination of multiple environmental design parameters based on FORM algorithms Leira, Bernt J. 2015-07
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Title | Nonlinear combination of multiple environmental design parameters based on FORM algorithms |
Creator |
Leira, Bernt J. |
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International Conference on Applications of Statistics and Probability (12th : 2015 : Vancouver, B.C.) |
Date Issued | 2015-07 |
Description | Methods and principles for derivation of joint design parameters for multi-component environmental processes are briefly reviewed. This is frequently referred to as a "load combination problem". The application of so-called design contours for analysis of such load combinations is highlighted. Existing procedures for construction of design contours are summarized, and extension to situations where the characteristic time scales for the different process components are widely different is outlined. Development of tools based on application of "translation processes" is described. Particular examples are given which represent cases with both two and three different load components which are acting simultaneously. |
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Conference Paper |
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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 | 2015-05-25 |
Provider | Vancouver : University of British Columbia Library |
Rights | Attribution-NonCommercial-NoDerivs 2.5 Canada |
DOI | 10.14288/1.0076282 |
URI | http://hdl.handle.net/2429/53450 |
Affiliation |
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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