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The contractor who is responsible for the site, typically the general or prime contractor, is responsible for: 1) secure location; 2) water sources; and 3) electrical power. The contractor requirement to meet ACI SPEC-301-20 requirements is supported by ACI PRC-132-2. ACI PRC-132-24 states the “testing agency has the responsibility to provide the means and methods for initial curing unless that responsibility has been assigned to another party in the contract documents.”
Available in the following language(s): Spanish
The construction industry faces a key challenge: delivering consistency and public trust while building faster and more efficiently than ever before. This challenge is especially clear in concrete construction, thefoundation of modern infrastructure. ACI Certification programs play a vital role in addressing this challenge.
Available in the following language(s): Spanish
For their outstanding achievements and service to the Institute, ACI recognized selected members at the ACI Concrete Convention – Spring 2026 in Rosemont/Chicago, IL, USA. Five individuals were granted Honorary Membership, ACI’s highest honor.
Available in the following language(s): Spanish
Construction issues attributed to Type IL cement have included reduced bleeding and extended setting time, which can lead to surface scaling. These issues are not necessarily due to the use of Type IL cement. Commonly used SCMs, slag cement, excessive entrained air, or finely ground Type I/II cement can also reduce bleeding and lead to scaling. This article focuses on how petrographic examination can help determine the probable causes of scaling in exterior flatwork.
Available in the following language(s): Spanish
ACI CODE-318-25 provisions for calculating horizontal joint shear force in beam-column joints of structures assigned to Seismic Design Category (SDC) A and B generally assume moment transfer to the joint is governed by the nominal flexural strength of the beam(s). There are cases, however, where moment transfer is governed by column flexural yielding or where both the beams and columns framing into the joint are expected to remain elastic. Examples can be found in roof joints and in joints with post-tensioned beams whose design is governed by serviceability conditions. Guidance is provided herein for determining horizontal shear force in joints where moment transfer is not governed by beam flexural yielding through an example roof joint between a cast-in-place post-tensioned beam and a reinforced concrete column.
Available in the following language(s): Spanish