Abstract
This paper evaluated the validity of a design method for anchorage zones in post-tensioned concrete members using Grade 2400 strands from American Concrete Institute (ACI) Building Code, ACI 318-19 and Association of State Highway and Transportation Officials (AASHTO) codes. For this purpose, the behaviors of anchorage zones in ten specimens were investigated and compared with ACI 318-19 and AASHTO codes, considering the jacking force and ultimate flexural load. The anchor shape, number of strands, and reinforcement details of the anchorage zone were considered as variables. The test results showed that ACI 318-19 and AASHTO codes could not predict where the maximum bursting force would occur. In addition, they calculated bursting force by summation of the pre-stressing forces from the individual strands, whereas the experimental results were not linearly proportional to the number of strands. The ACI 318-19 and AASHTO standards were inadequate to calculate bearing force of post-tensioned members using high-strength strands. Furthermore, additional stress in the anchorage zone occurred as the flexural load increased, which may have been caused by a failure in the anchorage zone. The experimental results indicated that the method used to predict stress and design of anchorage zone in current codes should be improved to consider stress distribution and additional stress in post-tensioned concrete members using high-strength strands.
Highlights
In post-tensioned concrete members, the pre-stressing force is transferred to the concrete through an anchorage device at the end of the member as a compression force
The American Concrete Institute (ACI) 318-19 standard estimated that the location of the maximum bursting force would occur at half of the depth design standard estimated that the location of the maximum bursting force would occur at half of the from the end when there was no eccentricity, regardless of anchorage shape
An experiment with ten post-tensioned specimens was performed with the parameters of anchorage shape, number of strands, and details of anchorage zone reinforcement
Summary
In post-tensioned concrete members, the pre-stressing force is transferred to the concrete through an anchorage device at the end of the member as a compression force. It is important to accurately predict the bearing and bursting stresses generated in the anchorage zone; appropriate reinforcements are required to allow the anchorage zone to resist these concentrated stresses. Design codes such as American Concrete Institute (ACI) Building Code, ACI 318-19 [1] and Association of State Highway and Transportation Officials (AASHTO) [2] suggest methods for calculating stress and design of anchorage zones. Many researchers have pointed out the inaccuracy of these design criteria and have focused on methods to predict stress accurately and prevent failures in the anchorage zones using experiments and nonlinear finite element analysis. Yun and Liu [4] proposed a bursting force equation that
Sign-in/Register to view highlights & summary 
Published Version (
Free)
Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have
Schedule a call