specified is very small. This lowering of the intensity of wind pressure may be the means of avoiding, in a perfectly legitimate manner, the increasing of the sections of a number of truss members because of erection stresses; but such economizing should be done with caution after a thorough consideration of its greatest possible effects.

B. A certain amount of metal can sometimes be saved by splaying the trusses between the main piers and the ends of the cantilever and anchor arms; but unless the amount thereof be fairly large, the extra pound price of the metalwork in the cantilever and anchor arms due to the said splaying may more than offset the value of the reduction.

C. A small economy may sometimes be accomplished by omitting during erection from the cantilevered portion of the structure all parts that are not essential to its strength before the coupling of the cantilevered ends is effected, thus reducing the erection stresses a little.

D. Solitary piers or large pedestals under the main vertical posts are sometimes just as satisfactory in every way as long, continuous shafts, especially if a connecting wall of reinforced concrete between them be employed. Generally they will be found to involve a large saving in the cost of the substructure.

E. In very wide cantilever bridges it might sometimes be advisable to adopt intermediate trusses so as to economize materially in the weight of the floor-beams and sometimes a trifle in that of the trusses, also because of the consequent reduction in dead load, but mainly so as to keep within reasonable limits the sizes and weights of the pieces to be handled and thus decrease the size of the traveler and the cost of the erecting machinery. On the other hand, though, increasing the number of trusses is likely to augment a little the percentage of weight of truss details; but, where the sections of members are large, this increase would be small. In case the wind stresses are an important factor in the proportioning of the truss members, the employment of an interior truss or interior trusses might, by the reduction in areas of chord sections, cause such relatively-large wind-stresses on the chords of the exterior trusses that the additional metal required to take care of them would offset all the saving obtained in the ways just mentioned.

F. In long-span cantilever bridges the stresses on the truss members that rest upon the piers should be divided among as many such members as possible by using an inclined strut on each side as well as a vertical post, instead of carrying all the loads to the top of the latter by tension members, as was done in the original design of the ill-fated Quebec bridge. Again, if a lowering of the inner ends of the cantilever arms be permissible, the inclining of the end sections of the bottom chords to the horizontal will take up a portion of the load that is carried to the pier, and thus will reduce the stresses on the vertical and inclined posts assembling there. This last feature reduces  also  the  total  cost  of  the  masonry  by diminishing the height