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We shall let z > z', but with Iz - z'l on the wavelength scale. We also note that incoherent field comes from integration over distance of mean free path scale. Thus we can neglect the dZ 1 term in (7.3.23) which integrates only over distance of wavelength scale. Also using (7.3.13b) in (7.3.23), we have Uu A (z, z', kJ..) eiK~(z-z') + Add (z, z', kJ..) e-iK~(z-z') ud + A (z, z', kl..) eiK;(z+z') + A du (z, z', kJ..) e-iK;(z+z')

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Structural drawings included photographs of existing conditions showing repairs to the masonry and suggested ways to brace the building. These drawings, as well as speci cations including a section describing mini piles were included in the bid package. The low bidder for the restoration, general contractor H. M. Kern Corporation, selected Foundation Services, Inc. of Greensboro (now Hayward Baker, Inc.) and Blake Moving Company of Greensboro, North Carolina, as the subcontractors. Hayward Baker, Inc. utilized a KB1 Drill Rig with a hydraulic generator and a diesel powered grout mixer. A 2.2-to-1 Portland cement-to-water ratio was used to achieve a grout design mix with a compressive strength of 4,000 psi at three days. The design capacity of the 4-inch outside diameter micropiles was 5 tons, with a factor of safety of 2.2. The 4-inch O.D. piles had a wall thickness of 0.525 inches, with a yield strength of Fy 36 ksi. Piles were inserted in accordance with our layout with the exception of three, which had to be offset slightly to avoid obstructions to the drill rig. Charlie Blake of Blake Moving Company used a simple and direct method to pull the walls together. Sets of at steel bands were placed horizontally around straight sections of wall. Head joints in the masonry were knocked out so that the bands could pass through each section of wall, encompassing the portion to be pulled together. This operation required that the open cracks be cleared of debris so that the cracked sections of wall could be leveled and moved while oating on steel.

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FIGURE 13.8 Mousing-over any retracement level will reveal information about that level and the entire drawn object.

IZ~ dZ1 [a=> (Kz ) eiKz(z-Zl) + aR (Kz ) e-iIC(Z+ZI)]

(Z1' Z1, kJ..)

+ Add(Zl, z1, kJ..)

(Z1' Zl, kl..)e 2iK>1 + Xdu(Zl' Zl, kl..)e-2iK~Zl]}

[I ~ (K z ) e-iK;(z'-zl) + a=~ (K z ) eiK;(Z'+ZI)]

+ a=R (1<z) e-iIC(Z+Zl)]

uu (Z1, Z1, kJ..)

+ Add (Z1, Z1, kJ..)

FIGURE 9-15 Bands of steel were installed through mortar joints. Building corners were protected with wood.

AUd(Zl,Zl,kl..)e2iK~Zl +XdU(Z1,zl,kJ..)e-2iK>I]}

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eral times for it to fully sink in the reference line didn t even exist until 1991 In other words, the market was obviously blind to these Fibonacci levels in 1986, 1987, 1988, 1989, 1990, and most of 1991 Once the stock had peaked and clearly was heading south, a person could lay down a pattern like this only to discover at that time the almost eerie behavior of the prices relative to the Fibonacci retracement that was only now just laid down This provides a very clear af rmation that these levels should be respected on a going-forward basis with this stock If you hold the mouse cursor over any element of a retracement, more information about that element will be displayed For instance, Figure 138 shows the result of mousing-over the 236% retracement level.

(7.3.24)

[a=~ (KJ eiK;(z'-zl) + a=~ (K z ) eiK;(Z'+zl)] }

We first note that the term >"(Kiz ) exp(2K:~Z1) + ( (rI) * (rI)) varies on the mean free path scale and does not vary on wavelength scale. The magnitudes of the various terms on the right-hand side of (7.3.24) can be estimated. We distinguish between constructive interference terms and destructive interference terms. For example, a typical constructive interference term is

dZle-iKz(z-Zl)eiK;(z'-Zl)

= 0 (;~)

(7.3.25)

where 0 represents the order and K~ = Im(Kz ). Note that the terms in the integrand of (7.3.25) balance the phases so that the integrand in (7.3.25) has no phase variation with integration variable Zl. On the other hand, a typical destructive interference term is

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