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are the upwind and crosswind surface slopes, respectively. It is also known that hydrodynamic modulation makes the small scale roughness appear more on the leeward faces of large scale ocean waves. This is modeled by a hydrodynamic modulation parameter H [Yueh, 1997]. Thus the small scale roughness is further modified to be



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Samples of historic tabby, when tested, have yielded fairly good compressive strengths. Dr. Lauren B. Sickels-Taves tested tabby samples from the Cumberland Island National Seashore for the National Park Service. The results of the tests were as follows: Analysis of Original Tabby: Compressive Strength 350 psi Absorption 84.58 Speci c gravity 2.013 Formula 1:3:1 lime:sand:shell with wood ash Stereology inland beach sand The analysis of tabby ruins or tabby buildings begins with the determination of compressive strength. A preliminary evaluation might depend on nothing more than an assumption, based on engineering judgment, for compressive strength.

Ws(k p , cPk, sx) = HWs(k p , cPk)

(2.3.5)

(2.3.6)





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sgn(sx) = 1 if Sx is positive and sgn(sx) = -1 if Sx is negative. Thus H is larger than 1 for negative Sx and less than 1 for positive SX' The large scale roughness affects the local incident angles. For a given slope Sx and Sy at a point based on the large scale roughness, We let Zl point in the direction of local normal, then -sxX - Syy + Z Zl = (2.3.7)

(2.3.8)

Note that the emission direction is ke = -ki' However, in using the small perturbation methods on the small scale roughness, we need to use the local in-

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Figure 2.3.1 Local angle of incidence. direction, and ke = -ki'

is the incident wave direction,

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Tensile strength of tabby is probably 10 to 15 percent of the compression strength. In an unreinforced tabby structure, low tensile strength would signi cantly affect serviceability. Considerable cracking would occur during both initial shrinkage and subsequent seasonal cycles in temperature. All walls supporting lightly loaded roofs are subjected to tensile forces due to lateral loads or uplift due to wind. For this reason, the tensile strength of tabby must be determined. Most tabby ruins are the remains of buildings that were destroyed by high winds. Presumably, the roofs of these structures were pulled off by high winds causing the collapse of some walls. The low tensile strength of tabby and the lack of anchorage of the roof structure to resist uplift and the absence of continuous vertical ties contributed to these failures.

hi = sin 01 COScP1Xl + sin 01sin dJI -

(2.3.9a) (2.3.9b)

+ sin 01sin( 1r -

We will use (OlJ l) to replace (Oi, i) in the emissivity formulas derived by small perturbation method in Eqs. (1.3.29), (1.3.31), (1.3.50), and (1.3.57) of 1, Section 3.2. To determine (01, cPl), we first choose Xl to be in the (x, z) plane. Note that x is in the direction of the wind vector. Let (3 be the angle between x and Xl such that

(2.3.10) (2.3.11)

To calculate (3, we note that Xl is perpendicular to both Y and Zl. Using (2.3.7)

-r===.==:::::::::=======-

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(2.3.12) (2.3.13)

)(1 + s;)(1 + s~ + s~)

The shear strength of tabby is probably about 50 percent of the compressive strength, ranging from 35 to 80 percent. Shear strength must be determined when evaluating a tabby structure for lateral loads such as wind and earthquake. The model codes are beginning to mandate that suf cient testing be undertaken

cos(3=

. (3

Equations (2.3.7), (2.3.12), and (2.3.13) express (Xl, Yl, Zl) in terms of (X, y, z). Comparing (2.3.10) and (2.3.12), we have

(2.3.14)

---'-=

(2.3.15)

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