By Bahram M. Shahrooz, Richard A. Miller
This file offers an evaluate of latest "AASHTO LRFD Bridge layout requirements" suitable to using high-strength reinforcing metal and different grades of reinforcing metal having no discernible yield plateau. The file additionally comprises suggested language to the "AASHTO LRFD Bridge layout necessities" that would allow using high-strength reinforcing metal with targeted yield strengths no longer more than a hundred ksi. the cloth during this document might be of quick curiosity to bridge engineers.
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This record offers an review of present "AASHTO LRFD Bridge layout necessities" proper to using high-strength reinforcing metal and different grades of reinforcing metal having no discernible yield plateau. The document additionally contains steered language to the "AASHTO LRFD Bridge layout standards" that might allow using high-strength reinforcing metal with certain yield strengths now not more than a hundred ksi.
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Below those increments, diagonal cracking was minimal or nonexistent. , shear cracks) could be measured are appreciably larger than service loads. The largest measured crack widths in the regions reinforced with #4 A615 and #3 A1035 stirrups are summarized in Table 20. In this table, the load increments are 35 Table 19. Measured and computed capacities. 41 Notes: * Loading was stopped prior to failure so the other side could be tested. ** Loading was stopped after reaching the actuator’s capacity, which was 300 kips.
Since the responses of columns with A1035 steel do not suggest any unusual or unexpected trends, it was deemed unnecessary to perform similar parametric studies for A706, A496, A82, and A955. 1 Details The parametric studies were performed by analyzing 270 cases with the variables shown in Table 22. For all cases, the amount of longitudinal steel for columns reinforced with ASTM A615 and ASTM A1035 bars was determined by using a target reinforcement ratio of 4% and 2%, respectively. 1e. The column overall dimensions were arbitrarily selected to cover a wide range of practical column dimensions.
4). Despite these differences, it should be noted that the diagonal cracks became measurable at shear stresses exceeding 2 fc′ which is commonly used as concrete shear strength. At such stress levels, the magnitude of crack width is less of a concern because ensuing adequate load-carrying capacity is the main design objective. Moreover, the differences between the crack widths for regions with A615 and A1035 are relatively small. (b) A0135 Side Figure 19. Crack patterns of SR4. Strain Levels and Stirrup Forces.
Design of Concrete Structures Using High-Strength Steel Reinforcement: by Bahram M. Shahrooz, Richard A. Miller