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WSDOT to Brief Media on Second Round of Pontoon Construction

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The Panel found the following basic causes for the cracking and spalling of the Cycle 1 pontoons:
1. The placement and location of the longitudinal post-tensioning ducts and tendons for the Type 1 pontoons
deviated from the contract drawings to such an extent that the tendon forces caused cracking and spalling
of the slabs adjacent to the end bolt beam.
2. Resistance to longitudinal post-tensioning from the interior precast concrete walls caused vertical cracking
of the bolt beam, adjacent to these precast walls.
3. End walls experienced a combination of thermal and autogenous
concrete shrinkage, radial tension
stresses from the post-tensioning end anchorages and forces from the longitudinal post-tensioning which
led to cracking of these walls. Additionally, construction access block-outs in these end walls contributed
to the cracking.
4. Contract requirements for concrete curing and thermal control were not rigorously followed resulting in
more extensive thermal and shrinkage cracking.
5. For some concrete, water/cementatious (w/c) ratios were lower than those recommended following the
ACME project. The ACME project was a test project developed prior to pontoon construction that
allowed WSDOT to test mix designs for strength and durability, test form methods for efficiency and to
expedite pontoon construction. Procedures for control of the w/c ratio on site (e.g. moisture
measurements of aggregates, water added at the site) did not appear to be sufficient.
6. The long pour length for some longitudinal walls (133.9 feet in some cases) was a major cause of the
extent of shrinkage and associated vertical cracking in these walls. Adverse cement and concrete
properties, curing and thermal control issues potentially added to this cracking.

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