By Vittore Cossalter
The ebook offers the speculation of bike dynamics. it's a technical e-book for the engineer, scholar, or technically/mathematically susceptible bike fanatic. bike Dynamics bargains a wealth of data compiled from the main up to date learn into the habit and function of bikes. The constitution of the e-book and plentiful graphs help in realizing a very advanced topic. The publication provides loads of graphs and figures that make the certainty effortless.
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Additional info for Motorcycle Dynamics (Second Edition)
The suggested minimum haunch at midspan can range from a half inch to one inch. For girders with large flange widths, such as wide-flange girders, large haunch could add up to significant quantities and weights of additional concrete. Therefore, selection of minimum haunch thickness at midspan should be practical. 7 Diaphragms and End Blocks A multigirder bridge has diaphragms provided at abutments and bents. For certain span lengths, permanent intermediate diaphragms may be provided to stabilize the girders during construction.
9 in. Therefore, select the 3'9" AASHTO type III girders. 0 in. 9 in OK. 0 ft. 16. 15 kcf. 5 ksi. Modulus of elasticity, Eci = 4,067 ksi. 0 ksi. Modulus of elasticity, Ec = 4,696 ksi. The concrete strength assumptions will be verified later in the example. 6 in diameter, seven-wire, low-relaxation. 217 in2 per strand. Tensile strength, f pu = 270 ksi. 9 f pu = 243 ksi. 17. 3. 17 AASHTO type III girder. 18 Effective flange width. (b) Effective flange width According to AASHTO Art. 5S, the effective flange width of a concrete deck slab for an interior girder can be taken as the tributary width, that is, girder spacing S.
1-1. (a) Critical section for shear design The critical section for shear design is located at dv from the internal face of the support. (AASHTO Art. 2). 72 h. 9). de = effective depth from extreme compression fiber to centroid of tensile reinforcement = H – ybs. Several iterations may be needed to find the shear critical location. A distance from support needs to be assumed first to estimate the path of harped prestressing strands. 0 ft (about 90% of the structure depth) from the face of support is the critical location.