10089_001.pdf - Load set calculation - ECN

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Load set calculation DOWEC 6MW H. Efdé Table 6 : Nacelle parameters Phatas notation Unit Location aft of hub Description Mxn[1], Myn[1], Mzn[1], [kNm], 0.0 m rotor centre Fxn[1], Fyn[1], Fzn[1] [kN] Mxn-r[1], Myn-r[1], Mzn-r[1] [kNm] 0.0 m rotor centre Table 7: Blade parameters Phatas notation Unit Location from blade foot Description Mxb[i], Myb[i] [kNm] -1.80 m rotor centre Mxb[i]-p[01], Myb[i]-p[01] [kNm] 0.20 m blade root Mxb[i]-p[02], Myb[i]-p[02] [kNm] 28.20 m blade cross section tip displ. flap[i] [mm] 62.69 m blade tip tip displ. lag[i] [mm] 62.69 m blade tip R45.04/01.03/03 Stentec, 3-1-03 page 10
Load set calculation DOWEC 6MW H. Efdé 4 Results After the PhatasIV calculations the digital output files were converted in ASCI format with the Phatas postprocessor PHPOST.exe. PHPOST can convert 128 variables maximum per postprocessing run. Stentec B.V.’s post processor ADAP was used to generate extreme values tables, statistics and for fatigue analysis 1Hz equivalent signals. The extreme values were extracted from all load cases of the ulitmate and fatigue load set. For the fatigue analysis only load cases 12 a/b, 18a/b and 24a/b were examined. These are considered to be the decisive load cases for optimalisation. 4.1 Maximum tower foot bending moment According IEC 6.1 36 simulations are performed with the wind turbine idling at a windspeed (stochastic model) of 41.5 m/s. Each load case is calculated with a different wind direction. To improve the idling of the model, the pitch angle of the blades is set at 85º. The maximum resulting tower foot bending moments are: Table 8: Ultimate tower foot bending moments Variable Extreme Ldcase 2 Ldcase 3 Ldcase 4 Ldcase Mxt[01] -177230 E50335 -158310 E50325 -155300 E50345 -139370 E50315 Myt[01] 79498 E50025 -79262 E50175 -76273 E50185 -74108 E50195 all values in kNm, load factor = 1.00 The load case E50335 generates the highest tower foot bending moment. This load case is repeated 8 times, but for each load case a different stochastic model is used. The maximum tower bending moments are: Table 9: Ultimate tower foot bending moments Variable 1 2 3 4 5 6 7 8 Mxt[01] -177230 -170690 -166180 -147640 -146740 -135330 -133620 -117230 Myt[01] 87609 85477 77240 73366 71669 67842 65646 53084 all values in kNm, load factor ¡ = 1.00 From these values it can be determined that the mean maximum tower foot bending moment Mxt[01] is: 149333 kNm. It has to be noted that this value is not the absolute highest value. When looking at the extreme values tables load case GrEog1Voc generates the highest tower foot bending moment Myt[01], which is -281560 kNm (with ¢ = 1.00) . For a plot of this loadcase see Appendix C. R45.04/01.03/03 Stentec, 3-1-03 page 11
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