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There are many structural engineers in the United States with extensive timber design experience Unfortunately, many of these engineers do not have experience designing or analyzing highway structures Fewer still are pro cient in the area of historic preservation Timber is an excellent material for highway bridge construction If maintained, a timber bridge structure can give good service for many years In Pennsylvania, Vermont, New Hampshire, Ohio, and Indiana, there are many examples of covered bridges that have provided good service for 100 years or more These bridges are often neglected or inadvertently abused by well-intentioned highway maintenance personnel, and yet they continue to serve an ever-increasing traf c demand until they are ultimately removed from service The structural engineer engaged in the evaluation of historic timber covered bridges should focus on the evaluation of the primary structural elements.



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ikzh( -k z)

[a~O)qi + a10)Pi] F(kl- -

kd ) (1.1.35)

FIGURE 7.57 It is helpful to leave older trendlines in place, as they can help illustrate the general strength or weakness of a stock historically.

Thus the two components A~1) and A11) depend on the projection of the polarizations e( -k z ) and h( -k z ) on the incident polarizations as projected on the x-y plane. Substituting (1.1.35) into (1.1.34) and using (1.1.22) gives 1 the explicit expressions for A~1) (/e l-) and A1 \kl-) :

A~1) (kl-) = iF(kl- - ka)A~1) (kl-)

(1.1.36a) (1.1.36b) (1.1.36c) (1.1.36d)

A11)(kl-)

iF(kl- - ka)A~1)(kl-)





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A complete and thorough analysis of the bridge truss must be performed Included should be a realistic computer analysis that accurately models, as best as possible, continuous and discontinuous joints, as well as the various components members First, the structural materials should be identi ed It may require that small samples of the wood be provided to the forestry department of a local university or to a full service-testing laboratory Some species of wood cannot be identi ed without a thin section being examined under a microscope The density and grade of the component materials must be determined by observation and testing Laboratory testing of components of the bridge may indicated that allowable design values vary from those currently published in the National Design Speci cation for Wood Construction of the National Forest Products Association.

A~1) (kl-)

-kz [a~O) cos(<Pk - <Pi)

+ a1 ) sin( <Pk - <pd]

see broad market changes, such as the softening of ascending prices when comparing the rst trendline here with the second.

k + k~zipa~O)

a~O) sm(<pk - <Pi) - a1 ) COS(<pk - <Pi) ]

For TE excitation, a~O)

= 2kiz /k, a~O) = 0

(1.1.36e)

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1 Some components of the original truss may have to be sacri ced to a destructive testing program to obtain information used to justify realistic design values Nondestructive bending tests of components can be utilized to establish an accurate modulus of elasticity, or stiffness, of component materials Load testing the bridge can easily be accomplished by driving a vehicle of known weight onto the bridge Accurate de ection measurements must be obtained directly off the truss with a surveyor s instrument or de ection gauge A reasonable and fair design philosophy must be established that provides for bridge safety, while justifying the continued service of historic bridge structures A timber design philosophy that recognizes, for example, the critical nature of buckling and tension failures versus less critical conditions, associated with a perpendicular-to-grain overstress at a bearing connection, must be developed by the engineer..

(1.1.361)

- (1) 2k zkiz A q (- = - - k - cos (<Pk - <Pi ) kl-) - (1) A p (kl-)

2kkiz . ----r;- sm(<pk -

<Pi )

We have covered a tremendous amount of ground in this chapter. We ve learned how to construct and interpret trendlines in many different circumstances. We can see how to make use of them to measure resistance and support levels and to judge when a trend has changed. Now we will add to this knowledge in the next chapter by learning about trendline pairs that make up the much rarer, but still very useful, channel pattern.

For TM excitation, a~O)

(1. 1. 36g)

A~1)(kl-) = -2k z sin(<pk - <Pi) -(1) 2 2 A p (kl-) = k {kpk ip - k COS(<pk - <Pi)}

(1.1.36h)

E~1) (r)

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