paperless paul
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Re: Pier 4 Residential Tower | 136-146 Northern Avenue | Seaport
There would be higher design wind loads on the coast but the coast is defined for many miles inshore. The gust factor for components and cladding would be somewhat higher but this would not impact the lateral system.
There is nothing unique or remarkable about this building at all from a structural point of view. It has a very typical design. There are 5 CIP shear walls. Four around the core acting as a box. And one more perpendicular to the longest (i.e. highest loading) building dimension. The fifth wall provides torsional rigidity for unbalanced wind and seismic loads. That's its total function. It's placed as far from the core as the architect would allow such that a full open unit could be retained.
A braced system would have been a challenge because of the number of 'lines' within the building it would have closed off for open space. And possibly limited activation of mass to resist uplift. A moment frame looks very unlikely because of the limited number of bays int he NW-SE direction. And possibly due to foundation conditions.
Kz -- perhaps the wind loading standard for a building sitting so exposed on the water is greater than for something of equivalent size more inland
For example the gusts out at the buoy offshore from the Inner Harbor this AM where essentially 'Gale Force" while Logan only saw lower 30's
There would be higher design wind loads on the coast but the coast is defined for many miles inshore. The gust factor for components and cladding would be somewhat higher but this would not impact the lateral system.
There is nothing unique or remarkable about this building at all from a structural point of view. It has a very typical design. There are 5 CIP shear walls. Four around the core acting as a box. And one more perpendicular to the longest (i.e. highest loading) building dimension. The fifth wall provides torsional rigidity for unbalanced wind and seismic loads. That's its total function. It's placed as far from the core as the architect would allow such that a full open unit could be retained.
A braced system would have been a challenge because of the number of 'lines' within the building it would have closed off for open space. And possibly limited activation of mass to resist uplift. A moment frame looks very unlikely because of the limited number of bays int he NW-SE direction. And possibly due to foundation conditions.