排序方式： 共有26条查询结果，搜索用时 15 毫秒
1.
2.
Mögliche Massnahmen zur Restaurierung des Sempachersees 总被引：1，自引：1，他引：1
R. Gächter D. Imboden H. Bührer P. Stadelmann 《Aquatic Sciences - Research Across Boundaries》1983,45(1):246-266
Since 1954 average orthophosphate and total phosphorus concentrations have increased twenty and eightfold respectively in
Lake Sempach. It is demonstrated that the lake is not in steady state with its phosphorus loading and that the net deposition
rate of phosphorus is not linearly related to the phosphorus content of the lake. This implies that linear steady state one-box
models are unsuitable to describe the phosphorus balance of this lake. Applying a nonlinear dynamic lake model we predict
that the defined water quality goals ([P] ⩽30 mg m−3, [O2 ⩾4 mg m−3]) can only be achieved within the next 15 years if the external phosphorus loading is reduced by at least 50% and simultaneously
lake-internal measures, such as hypolimnion areation or hypolimnion siphoning are carried into effect.
相似文献
3.
The basic equation of motion to analyse the interaction of a non-linear structure and an irregular soil with the linear unbounded soil is formulated in the time domain. The contribution of the unbounded soil involves convolution integrals of the dynamic-stiffness coefficients in the time domain and the corresponding motions. Alternatively, a flexibility formulation for the contribution of the unbounded soil using the dynamic-flexibility coefficients in the time domain, together with the direct-stiffness method for the structure and the irregular soil can be applied. The dynamic-stiffness or flexibility coefficient in the time domain is calculated as the inverse Fourier transform of the corresponding value in the frequency domain. The dynamic-stiffness coefficient's asymptotic behaviour for high frequencies determines the singular part whose transformation exists only in the sense of a distribution. As the dynamic-flexibility coefficient converges to zero for the frequency approaching infinity, the corresponding coefficient in the time domain is simpler to calculate, as no singular part exists. The salient features of the dynamic-stiffness and flexibility coefficients in the time domain are illustrated using a semi-infinite rod with exponentially increasing area. The dynamic-flexibility coefficients in the time domain are calculated for a rigid circular disc resting on the surface of an elastic halfspace and of a layer built-in at its base. Material damping is also introduced using the three-parameter Kelvin and the Voigt models. 相似文献
4.
The contribution of the (linear) unbounded soil to the basic equation of motion of a non-linear analysis of soil-structure interaction consists of convolution integrals of the displacement-force relationship in the time domain and the history of the interaction forces. The former is calculated using the indirect boundary-element method, which is based on a weighted-residual technique and involves Green's functions. As an example of a non-linear soil-structure-interaction analysis, the partial uplift of the basemat of a structure is examined. As the convolution integrals have to be recalculated for each time step, the computational effort in this rigorous procedure is substantial. A reduction can be achieved by simplifying the Green's function by ‘concentrating’ the region of influence. Alternatively, assuming a specified wave pattern, a coupled system of springs and dashpots with frequency-independent coefficients can be used as an approximation. 相似文献
5.
6.
H. Ambühl Bührer K. Hertelendy Rudolf Koblet J. Zeller M. Meier Pius Stadelmann 《Aquatic Sciences - Research Across Boundaries》1971,33(2):601-607
Ohne Zusammenfassung 相似文献
7.
The nuclear island of Koeberg with a large basemat, a non-linear base isolation effective in the horizontal direction only, founded on rock, is analysed for inclined body waves and for a combination of surface and body waves associated with prescribed horizontal and vertical components of the control motion. When compared to vertical incidence, an additional rocking component arises, generated by the horizontally propagating vertical component. As the aseismic bearings do not isolate against this rocking component, the corresponding horizontal response bears comparison with that of a conventional structure. The ratio of the response for horizontally propagating waves and that for vertically incident waves is thus considerably larger for the base-isolated structure than for a conventional one. However, the actual design incorporating other loading cases is affected much less. 相似文献
8.
9.
To identify the key features of the free-field response for antiplane motion, a vast parametric study is performed, varying the location of the control point, the nature of the wave pattern and the site properties. Harmonic and transient seismic excitations for a site consisting of a layer on bedrock and an actual soft site and a rock site are investigated. When the control point is selected at the outcrop of the bedrock, the amplification of the motion to the free surface of the site depends on the angle of incidence of the incoming wave in the bedrock. Vertically incident, inclined SH-waves and Love-waves result in a very similar variation of the motion with depth. In contrast to Love-waves the attenuation of the motion in the horizontal direction for inclined body waves depends on the damping of only the bedrock. Love-waves thus attenuate more strongly than body waves, especially for soft sites and in the higher-frequency range. Generally, higher Love-modes attenuate less than the first. To determine the seismic input motion for a structure at a soft site, it seems sufficient to examine only extremely shallow body waves. For a rock site, however, Love-waves should be investigated. 相似文献
10.
To study the characteristic features of the in-plane free-field response, two actual sites of nuclear power plants, a soft and a rock site, are analysed, by varying the location of the control point and the nature of the wave pattern. Harmonic and transient seismic excitations are examined. The conclusions reached in the vast parametric study of Reference 6 are confirmed for the actual sites. These apply to the range of possible apparent velocities and the associated motions, the spatial variations with depth and in the horizontal direction. If only one component of the control motion, e.g. the horizontal, is matched, then it can be associated either with a body wave or with a surface wave. In the latter case, a specific mode is used up to the frequency at which the next higher mode starts, since for a given frequency, the higher modes attenuate less. The other component of the motion follows. If both components are prescribed, the motion can be interpreted as arising from a combination of a P- and an SV-wave (with a common apparent velocity). Surface waves alone cannot be used to match both components. A body wave has to be included, at least up to the frequency at which the second mode starts. For the soft site, the surface waves decay significantly, especially in the range of higher frequencies, where the apparent velocity is considerably smaller than the shear-wave velocity of the rock. For this site, it seems sufficient to examine only (extremely shallow) body waves. For a rock site, however, Rayleigh-waves exist which attenuate little, leading to smaller apparent velocities than extremely shallow body waves. 相似文献