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tion are 10.2 dB/m, 58.8 dB/m, 247.2 dB/m, and 304.0 dB/m, respectively, at frequencies of 18 GHz, 35 GHz, 60 GHz, and 90 GHz. Comparisons are made with QCA-PY-Mie theory. The size distribution that we used is in Fig. 6.3.8, which shows the histogram number density (number per cc) for 15 sizes with mean grain radius of 0.0479 cm and fractional volume of 0.4134. Note that there are large grains with diameters between 3 mm to 4 mm. The number ratio of large grains to mean size is about 1 to 300. In Fig. 6.3.9 we make a comparison with data based on the histogram size distribution of Fig. 6.3.8. The permittivity of ice grains chosen is E = 3.2EO + s iE~ with E~/EO = 0.007,0.009,0.011, and 0.014, respectively, at 18 GHz, 35 GHz, 60 GHz, and 90 GHz, which corresponds to a salinity of 0.12 parts per thousand [Matzler and Wegmuller, 1987J. The agreement is good. It seems that with size distribution, the QCA-PY-Mie theory can match the frequency dependence of the extinction of dry snow between 18 GHz and 90 GHz. The results of independent scattering are also shown for comparison. The independent scattering result predicts a much larger extinction.



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Figure 6.3.9 Comparison between QCA-PY-Mie theory and independent scattering with snow extinction data at 18 GHz, 35 GHz,60 GHz, and 90 GHz of Hallikanen et al. [1987] with ground truth of mean grain diameter of 1 nun and snow density = 0.385 glee. The theory is based on the histogram of Fig. 6.3.8 with (a) = 0.0479 em and f = 0.4134. The permittivity of ice grains chosen is f s = 3.2f o +if~ with f~/fo = 0.007,0.009,0.011, and 0.014, respectively, at 18 GHz, 3.5 GHz, 60 GHz, and 90 GHz, which correspond to a salinity of 0.12 parts per thousand [Matzler and Wegmullcr, 1987].

(1.2.25d)





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ei o(k1.. - kil..) = "2 k [e( -kz)e( -k z ) + h( -kz)h( -k z )] z . [A(k1..)

+ ik z dk~A(k~)F(k1.. - k~)

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Slippage, rotation, shrinkage, or the lack of continuity in a timber joint is dif cult to allow for in a chord-plane frame analysis of a timber truss. Multiple chord trusses will invariably appear stiffer when analyzed, even when all joints are free to rotate in the computer model. Structural engineers are aware that it is very dif cult to produce a true hinge or a true xed joint in the actual structure. Joints in timber trusses may act somewhere between the two causing a very different distribution of forces than produced by the analysis. How does one model a half-lapped and notched joint in an indeterminate frame How about the problem of describing the intersecting member of a multiple chord truss where half of the member section in each direction passes through a joint and all pieces nailed together with wrought iron spikes When analyzing a timber structure, the structural engineer must remember that wood is a orthotropic material with unique properties parallel and perpendicular to grain. Not only are properties in tension, compression, and shear unique for various species, but also the modulus of elasticity varies with grain direction. The moduli of elasticity along longitudinal, radial, and tangential axes of wood vary between species and with speci c gravity and moisture content. A computer program for the analysis of wood structures should include the

[-h( -kz)e( -k z ) + e( -kz)h( -k z )]

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. [B(k1..)

+ ik z dk~B(k~)F(k1.. - k~)

k~)]

(1.2.25e)

[el(klz)el(k1z ) + hl(klz)h1(k1z )]

Jdk~A(k~)F(kl-

k~)]

[-h1(klz)el(kl z ) + el(k1z)hl(k 1z )]

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