Richmond Pavilion. The existing building consisted of two full floors below grade with
one floor above grade on the south side and four floors above grade on the north side.
As part of the proposed construction of the new Pavilion, the southern portion of the
existing Pavilion was demolished and replaced with a new structure with four belowgrade
levels. This demolition and excavation resulted in unbalanced lateral earth
pressures on the remaining portions of the building, and affected the structure’s wind
and seismic resistance. In addition, the portion of remaining structure adjacent to the
new excavation would need to be underpinned to prevent instability to the 2 additional
below grade floors. To remedy this condition, a system of concrete shear walls and
buttresses were constructed inside the existing building to provide the required building
bracing for lateral loads. A network of tiebacks and micropiles was conceived to provide
the necessary lateral and vertical support during demolition and excavation. This paper
discusses the rationale for selection of this system and describes the general design
procedure followed, which involved tight collaboration between the structural and
geotechnical engineer. Construction and quality control are also discussed.
Subjects: shear walls, buttresses, tiebacks, micropiles, lateral earth pressure, seismic resistance
Author: Helen Robinson, P.E. and Nate Dumas, P.E., Schnabel Engineering, Donna Adams, P.E., Dunbar Milby Williams Pittman and Vaughan
Publisher: ISM, DFI, ADSC