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Tabby is an early cast-in-place construction material consisting of sand, lime (from shells and wood ash), and water. The foundations of the 1842 addition to St. Helena s consist of a 26-inch-deep unreinforced footing of tabby on which rested the brick masonry walls. The original foundation walls are of brick construction extending to a greater depth than the foundations of the addition. Because of its relatively low strength, tabby performs well when uniformly loaded. The support of a post or beam is problematic when concentrated loads are not distributed such as on a wood plate or brick masonry-bearing block. The computed design pressure for the combined dead load and live load of 6.8 psi was low when compared to the 350 psi compressive strength obtained by Sickels-Taves. In St. Helena s we had a fairly uniform load. There were no cracks in the sidewalls related to settlement caused by failure in the tabby.

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(8.4.53)

Pi = wp,

(8.4.54)

Thus from (8.4.48) and (8.4.51), B can be expressed entirely in terms of Ud. Following the derivation in 8, Section 4 of Volume I, Ud obeys the diffusion equation of \72Ud(1';1'1, &) - h;~Ud(1'; 1'1, &) where

= -Q(1'; 1'1, &)

(8.4.55)

(8.4.56)

I would love to hear from you! I enjoy being in touch with other people interested in charting, so feel free to drop me a line with your questions and comments. My e-mail address is tim.knight@investools.com.

and Q(1';1'1,a)

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To determine the nature and consistency of underlying soils in the vicinity of the exterior wall, in 1994 we requested that the S&ME of ce in Charleston provide a proposal to the church for a geotechnical investigation and analysis consisting of borings, small test pits and laboratory analysis. S&ME s proposal was accepted and eld exploration occurred in August of 1995. The purpose of the soils investigation was to determine the amount of settlement that had occurred, its cause, and how much future settlement was anticipated. We also wanted to determine the probable response of the underlying soils during a seismic event. S&ME s subsurface exploration Report No. 1131-95-034 dated August 18, 1995, presented the results of the exploration and analysis. We were in contact with Billy Camp, P.E. of S&ME, during this procedure and also consulted with George Fore prior to, and after, obtaining the results from S&ME. The purpose of the exploration work was to determine the nature and consistency of the soils directly below the balcony sidewalls of the church and the con guration of the wall at the bearing elevation. It was thought by others that this might explain the outward rotation of the walls. The question of whether

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[h;tl'

dS (1',S;1'1,&) - \7.

dss (1',s;1'1,&)]

(8.4.57)

The boundary condition is [Eq. (8.4.44) of Volume I]'

(8.4.58 )

with it, being the normal on the boundary that points inward into the scattering medium. Using (8.4.51), this means that

(8.4.59)

You also might enjoy my Technically Speaking blog, which I try to update every trading day. The URL is http://tradertim.blogspot.com. Whether or not you use any charting product, you should bene t from this book. I ve tried to make it accessible, understandable, and practical for anyone interested in making better trading decisions. Let me know what you think, and good luck with your trading!

= _2_

the movement was due to settlement or rotation in loose or unconsolidated soils was important to answer because foundation underpinning solutions are very expensive. The results of the settlement analysis indicated that the supporting soils are sands that are relatively dense. Settlement occurred during construction as load was gradually applied. The report concluded that there is no reason to believe that the foundation soils have caused ongoing settlement. In the report, S&ME proposed that a 1,500 psf allowable bearing pressure be used for design. This compared well with the calculated wall loads. At this point, we discarded underpinning as a part of the work. Monitoring was recommended to study the problem further. The results of a monitoring program would indicate whether the movement shows seasonal uctuations due to temperature or moisture changes. This would determine how active the hinge point was. The crack and wall movement was an indication of a problem. As long as the balcony remained attached, there was no danger of collapse due to vertical loads. The weakened (open) horizontal joint was a possible problem with regard to high wind forces acting outward on the exterior wall.

3h;tl'

(8.4.60)

The solution of Ud can be expressed in terms of the diffusion Green's function Cd(1',1") which obeys the following equation \72Cd(1', 1") - h;~Gd(1', 1") For slab geometry, conditions are

= -<5(1' - 1").

(8.4.61)

(8.4.62)

and at z In terms of Cd, we have Ud(1';1'1,&) =

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