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| TECHNICAL ASSIGNMENTS |
In this technical report one, the existing structural conditions of the Food and Drug Administration, Center for Drug Evaluation and Research, Office Building 2 (CDER2) was considered. The concrete moment resisting frame, employed by CDER2, is described and spot checks for gravity loads are performed on various member. As expected, all of the members are loaded to less than 50% capacity from the gravity loads alone; the extra capacity in the members is to account for the lateral forces on the member. In addition to the gravity spot checks, the wind and seismic loads were determined. The wind loads resulted in fairly small forces and were primarily controlled by a minimum design requirement of 10psf. The seismic loads appeared to be distributed correctly, but errors in magnitude are likely to be caused by the dead load estimation. The design criteria, in the form of codes, is also addressed.
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In this Technical Report Two, the existing floor system of the Food and Drug Administration, Center for Drug Evaluation and Research, Office Building 2 (CDER2) was analyzed. Additionally, three alternative floor systems were evaluated for potential use within CDER2: a composite metal deck supported by composite steel beams, a one-way concrete floor with concrete beams and girders, and a precast hollow core plank floor. In addition to load capacity, the various floor methods were analyzed for fire rating, typical bay weight, vibration susceptibility, erection speed, and least depth. While all three floor systems were determined to be viable options for CDER2, only the composite steel and hollow core systems were recommended for further investigation. |
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In this Technical Report Three, the lateral structural system of the Food and Drug Administration, Center for Drug Evaluation and Research, Office Building 2 (CDER2) was analyzed. An ETABS model was created to evaluate the wind and seismic lateral loads. It was found that the seismic load controlled for both strength and deflection requirements. Upon evaluation of the loads, it was found that the stiff concrete moment frames did provide the resistance to the lateral loads, as well as the gravity. Spot checks were performed on various columns of the moment frame to check the necessary strength requirements; all members met the capacity needs. The ETAB deflection calculations were compared against story drift and building deflection limitations. Again, all constraints were achieved.
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