curvbridger
Civil/Environmental
- Apr 3, 2002
- 61
The aashto and aci codes allow adjustment of the required reinforcement bar splice length based on the ratio of steel area provided to area required.
I am looking at some structures which include marginally spliced bars in cantilevered concrete bending members. Accordingly, the tension requirements in the member drop rapidly and are significantly lower at the end of the splice than at the beginning.
Has anyone seen a treatment of the performance of splices where the tension requirement across the splice is not constant?
I am looking at some structures which include marginally spliced bars in cantilevered concrete bending members. Accordingly, the tension requirements in the member drop rapidly and are significantly lower at the end of the splice than at the beginning.
Has anyone seen a treatment of the performance of splices where the tension requirement across the splice is not constant?
