Laserfiche WebLink
Mr. Shawn Napier <br />,august 9, 2012 <br />Page 2 of 3 <br />reinforcing, that has been caused by water damage related to the roof collapse. Refer <br />photograph 4, <br />1 We observed extreme spalling and exposed reinforcing at the stair and balconies oil the <br />west side of the building. The reinforcing has moderate to significant section loss. The <br />excessive spalling and corrosion with section loss has decreased the capacity ofthe <br />concrete fi-aming. The structure would not support the required building code loading. <br />Refer photograph 5. <br />4. The roof on the south side of the building has collapsed, exposing the fourth floor to the <br />elements. This has caused excessive spalling of the concrete beams and floor stab. The <br />spalling of the structural elements also extends into adjacent areas. The southwest corner <br />of the building on the third floor has excessive water darnage related to the roof'col lapse. <br />The fourth floor slab (third floor ceiling) and support beams in this area have excessive <br />concrete spalling and corrosion of"the reinforcing. Refer photographs 6-7. Due to the <br />weight of the concrete from the collapsed roof structure and the deteriorated condition of. <br />the third floor structure, the third floor structure may be inadequate to support this <br />loading. ]'his may lead to a collapse the second floor and repeating to the floors below. <br />This progressive collapse Could cause the building to be unstable on the south side and <br />collapse toward the street on the south side of the building where it would be a danger to <br />the public. <br />5. In the area where the roof slab and support beams had collapsed, the perimeter concrete <br />columns, support beams, masonry infill and parapet walls did not fail and are still in <br />place. The columns and beams have minimal to moderate damage. The rnajorjty of the <br />darnage is isolated to the area where the roof'slab and beams broke free of the perimeter <br />beams and columns. Refer photographs 8-9. Due to the lack of'restraint from the roof <br />slab and beams, the columns are now cantilevered frorn the fourth floor. This was not the <br />original intent of the design and therefore the columns must be braced laterally. <br />6. We observed deteriorated mortar joints in the masonry parapet walls as well as decayed <br />wood mailers that were originally cast into the parapets. The mailers were used to attach <br />flashing and a decorative cap on top of the parapet, 'File loose masonry should be <br />removed and re -installed with new mortar. Refer photograph 10. <br />Conclusions and Recommendations <br />Based on the observable conditions of the building structure, our conclusions and <br />recommendations are as follows: <br />1) The building is in poor condition and should not be accessible to the public, <br />2) The sidewalk on the east side of the building should be barricaded to prevent use by tile <br />public due to the poor condition of the support beams below. <br />3) The weight of the debris from the roof'coilapse on the: south side of the building has <br />exceeded the building code required capacity of the floor structure. in conjunction with the <br />deteriorated condition of the fourth floor structure, the south side of the building has the <br />potential to be a public safety issue. Due to the potential for progressive collapse on the <br />south side of the building, we recommend that the: fourth floor be cleared of debris from the <br />roof collapse. The south wall concrete columns should be braced laterally to prevent the <br />exterior wall frorn collapsing. The bracing should be designed and detailed by a structural <br />