FINAL REPORT
Kingstowne Section 36A is currently programmed as an office building coupled with publically available parking. Considering a hypothetical new tenant requiring a more robust than average building, the structure of KT36A was successfully designed as a monolithic concrete skeleton capable of resisting scenarios conducive to causing a progressive collapse style failure. The structural design consisted of adding edge beams to the structure at the perimeter to create moment frames capable of spanning a missing column, checking the existing design of OL1 to determine if it is adequate enough to resist the loads considering stiffness difference caused by adding the edge beams, designing the roof level for the heavy mechanical equipment there, designing shear walls to resist lateral load on the building, and stiffening the structure via three different methods to resist progressive collapse. This was considered direct design of the building. Indirect design to resist progressive collapse was implemented by reducing risks found within the site layout and designing glazing to withstand a specified explosion.
Using the United States General Services Administration (GSA) Site Security Design Guide, modifications to the site design layout were implemented to reduce the risk of building and structural damage associated with vehicular impact and exterior explosion.
New glazing for the parking levels and office levels and an aluminum frame support system were designed to withstand the maximum wind pressures and pressure resulting from 80 lbs of TNT exploding at a standoff distance of 35’ away. Parking level glazing remained as an uninsulated system, but was increased in thickness to 5/8”. Glazing for the office levels also required a thicker system, which remained an insulating glass unit (IGU).
For a PDF version of the Executive Summary, please click HERE. |
