By Post-Tensioning Institute
This guide represents the present nation of perform within the software of everlasting and transitority prestressed rock and soil anchors utilizing high-strength prestressing metal. The innovations supply useful information for the layout, install, and trying out of grouted prestressed rock and soil anchors. those concepts supersede the 1996 variation and contain significant revisions within the specifications for:
-Corrosion protection;
-Grouts and grouting actions; and
-The use of epoxy-coated strand.
Additionally, a number of adjustments have been made to extra improve the certainty of anchor technology.
This rfile is ready through the PTI Committee for Prestressed Rock and Soil Anchors with enter and assessment by way of the foreign organization of origin Drilling Anchored Earth Retention Committee.
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Extra resources for Recommendations for Prestressed Rock and Soil Anchors
Sample text
Epoxy-coated strand tendons are most often used in lieu of encapsulated tendons for long, high capacity anchors because the encapsulation requires a larger drill hole size and may be damaged during installation or grouting. The integrity of the epoxy coating on the installed strand cannot be verified, while it is possible to check an installed encapsulation for leakage prior to final grouting. Small damages in the epoxy coating can result in a significant increase in susceptibility to corrosion.
These waxes are stable, semi solid at normal temperatures. Some waxes require heating in order to place them. ) of c;oncrete or shall be protected with a corrosion inhibiting compound-filled, or grout-filled cover. For non-restressable anchorages, grout shall be used. For re-stressable anchorages, a corrosion-inhibiting compound must be used. A watertight seal between the bearing plate and cover is necessary for corrosion inhibiting compound filled covers. 2 Waxes appear to be a preferable. corrosion-inhibiting compound for filling covers and trumpets.
Unbonded free stressing lengths aUow a more flexible performance of the anchor and the averaging of structure strains resulting in less load change in individual anchors. Generally, the free length should remain unbonded after stressing, except to satisfy specific structural requirements. Partially bonded free lengths provide redundant load transfer at the anchorage while at the same time leaving a certain amount ofunbonded free length. 1) Typically, fully bonded and· partially bonded free lengths· are only applicable in massive concrete structures (dams, diaphragm wall T panels, etc).