Food Limitation and the Structure of Zooplankton by W. Lampert

By W. Lampert

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Read or Download Food Limitation and the Structure of Zooplankton Communities: Proceedings of an International Symposium, West Germany, 1984 (Advances in Limnology S) PDF

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Additional info for Food Limitation and the Structure of Zooplankton Communities: Proceedings of an International Symposium, West Germany, 1984 (Advances in Limnology S)

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26 2 Modelling Soft Clay Behaviour 20 20 F P4 Predicted Case-3 10 Excess pore pressure, (kPa) 0 10 20 30 40 0 10 20 30 40 10 20 30 40 0 30 40 0 10 Average pressure, p (kPa) 20 30 40 20 0 20 P5 P5 10 0 10 0 10 20 20 30 40 0 0 20 P6 P6 10 0 P4 P5 P6 Predicted Case-4 10 0 F P4 P4 P5 P6 10 0 10 20 Fig. 13 Comparison of excess pore water pressures at P4 to P6 for Case-3 for the eccentric loading case (measured data from Miyake et al. 1994) B Unit: % 60 50 40 2B 30 20 10 8 6 4 2B Case 3 20 2 Enlarged part A 4B (a) Measured at S/B = 11% 1 4B (b) FEM analysis at S/B = 5% at the edge Fig.

0 m spacing (MHA 1989a). 0 m of weathered crust that is underlain by about 5 m of very soft silty clay. 0 m thick peat layer with high water content. A thick deposit of medium dense to dense clayey silty sand underlies the peat layer. 0 m below the ground surface. 8 (Asian Institute of Technology (AIT) 1988, 1989). The meshes and the boundary conditions used in the finite element analysis are shown in Fig. 24. The construction history is given in Fig. 25. The analyses were carried out using the CRISP-AIT finite element program (Chai 1992), which was developed based on the original CRISP program (Britto and Gunn 1987).

Chai et al. (2001) derived an equation for calculating the equivalent vertical hydraulic conductivity in the PVD-improved zone, which can be used to evaluate this “smear” effect. This matter is also considered in more detail in Chapter 3. 26 m. , kh /ks = 65. 3 Modelling the Embankment Construction Process 39 (a) applying a percentage of the self-weight of all the embankment elements; and (b) the method proposed by Chai and Bergado (1993a), as described previously. For both methods the adopted loading rate at the embankment centerline closely simulated the actual loading rate.

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