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pand a list (if it is collapsed) or collapse a list (if it is expanded). In fact, clicking anywhere on the module title will perform this action. Notice the pair of arrows in the upper-right corner of the module list. This indicates that the entire list of modules can be collapsed in case you do not want access to any of the modules for the time being. This also points out the dividing line where you can make the module list wider or narrower by dragging it. Figure 3.2 gives an example of resizing. When you point your mouse to the vertical area to the right of the module list, the cursor becomes a two-headed arrow. Once it does, you can hold down the mouse button and drag to the right (for a wider module list) or the left (for a narrower list). Doing this is a trade-off between giving the modules plenty of space (so there is more room for names of technical studies, stock names, and so on) and reducing your chart space. This gure shows a user reducing the size of the modules so that the chart area has more room. There is a one-click method of instantly changing the module size: clicking either the left-pointing ( collapse ) or right-pointing ( revert ) arrows in the division bar. If you click the collapse arrow, the module will instantly shrink down to nothing, maximizing the space you have for charting. If you click the revert arrow, it will return to whatever size it was before you collapsed it. Figure 3.3 shows what happens when collapse is

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+ k[-(e(-k z ) qi)b~O) (e(-k z )' Pi)b~O)] (1.2.41b)

Similarly balancing (1.2.251) to the first order, we have k - --

--k Aq(kl-)

+ Bp(kl-)

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was performing well in that there was no cracking of the plaster ceiling under the balcony. Of course, all of the lateral loads applied to the sidewalls needed to be resolved through the balcony sheathing, roof sheathing, and ceiling framing into the endwalls of the nave. I argued that through jacking, the exterior wall could be forced back into alignment. In order to do this, both the balcony and roof loads would have to be temporarily relieved and the sidewall temporarily braced. All mortar joints that had opened over time and have been lled, in the vicinity of the fold, would have to be raked out in order to reverse the alignment. The gap above the balcony sill would have to be lled and the end of the balcony beam at cut, blocked, or tied in where the sloped bearing conditions exist. The balcony sill beam would have to be replaced where deteriorated, with a dry timber that would not shrink over time.

= :;z Bz(kl-) - k[(e1(k 1Z )' qi) a~O)

[( hi (k 1z )

+ (el(k 1z ) . Pi) a~O)]

(1.2.41c)

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FIGURE 3.2 By dragging the bar on the right side of the module pane, you can resize it to your liking.

. qi) b~O)

+ (hi (ki z ) . Pi) b~O)]

-k Ap(kl-)

i + -k Bq(kl-)

The tower was rebuilt in 1940 in accordance with architectural drawings by architect Albert Simmons of Charleston. The 1940 architectural tracings (drawings) for the tower were stored in the Fireproof Building in Charleston in at les. The tower as built included wood siding on diagonal sheathing on wood studs attached to a steel framing system.

k~~:z Az(kl-) -

k [(hi (k iz ) . qi)

a~O) + (hi (k1z ) . Pi) a~O)]

(1.2.41d)

+ k i [(ei(k 1Z )' qi) b~O) + (ei(k iz )' Pi) b~O)]

clicked: there is no module at all on the left, and only the arrows within the dividing line remain.

four equations for the four unknowns Aq(kl-)' Bp(kl-)' Ap(kl-) , and Bq(kl-)' Also in (1.2.41a-d), we have

e(-kz )' qi =ei(k iz )' qi e( -k z ) . Pi = ei (k iz ) . Pi kiz k hi (k iz ) . qi = - T; k h( -k z ) . qi z _ k iz k _ hi(kiz)'Pi= - k kzh(-kz)'Pi

(1.2.42a) (1.2.42b) (1.2.42c) (1.2.42d)

The steel frame provided great rigidity to the steeple up to the transition level where the framing changes to timber The bell support system appeared to be much older than the 1940s work The new tower structure was apparently designed to accommodate the geometry of the bell and its framing system The lantern and spire sections were framed in timber in a con guration similar to St Michael s in Charleston The west side of the tower rested on two cast-in-place concrete blocks supported by the original west wall The east side of the tower rested on a 30-inch-deep steel beam that spanned the masonry opening between the narthex and the nave Critical to the bell tower were loading conditions that included northsouth wind, which would tend to place unbalanced loads onto the supporting wall or the W30 beam.

Adding (1.2.41a) and (1.2.41c), we found that the a~O), a~O) terms cancel each other. Thus,

Aq(kl-) (1+ -k1)-1z =k (L + k:z) Bz(kl-)+b~O)[k(h(-kz) qi) + b~O) [k( h( -k z ) . Pi) - ki (hi (k iz ) . Pi)]

-k i (hi(l>:lZ) qi)]

(1.2.43)

Aq(kl-) = -

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