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Prestressing tendons significantly affects the safety of prestressed structures. Excessive prestress, as well as insufficient prestress, can create unsafe; e.g. overstress in the tendons-arranged-compression side and the balancing tensile stress in the opposite side. Stresses in a post-tensioned prestressed concrete structure at any given cross-section are governed by the tension force acting on each tendon member in that section. Current prestressing design code takes into account applied prestressing forces at the prestressing end and the friction loss from there to the design target section. Two kinds of friction are considered: the coefficient for unit angle change and the coefficient for unit length of tendon . Previous papers have addressed . An FIP report translated and introduced by the late Inomata 1) and the paper by Okushima & Nishioka 2) in addition to the present author’s contribution 3) have addressed . However, neither of the first two papers fully explained the real situation for . Based on previously conducted physical tests, the present author postulated that should be negligibly small if it even exists . This paper attempts to clarify the real state of the two friction coefficients derived from one equation based on the statistical analysis of actual field data from 6,471 highway bridge strand cables (12T12.4). It was discovered that the value ranged between 0.1 and 0.6 and that was 7% of the currently used value (=0.004) at the most. This indicates that the existence of should not be practically recognized. 2. ISSUE OF IN DESIGN

EMPIRICAL VERIFICATION OF LENGTH DEPENDENT FRICTION COEFFICIENT λ ≒ 0 FOR POST-TENSIONED PC TENDONS