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for length and thickness, but I believe that it is the Engineer's <br />responsibility to pass upon the effi:acy of the welds using these <br />procedures and ta institute corrective measure if required. <br />In the Northwest wing cf the building, the Contractor has <br />excavated along the perimeter strip at Line 1, undercutting the <br />unreinforced non-structural slab. A 1-foot wide strip of the slab <br />has broken away, with large chunks having broken off and fallen <br />into the Contractor's excavation. Although, this mistake adds to <br />the cost of the project and may pose maintenance problems in the <br />future no structural failure is involved. I am somewhat cancerned, <br />however, at the level of construction competance that this action <br />reveals. The collapsed slabs observed by us would be virtually <br />rare to adequately compacted soils beneath it or the slabs �aould <br />almost certainly have broken up as the soil subsided. With the slab <br />removed it will, of course, be possible to recompact the fill <br />and I would suggest that this be done. <br />I have previously discussed the need for special welding procedures <br />for the 60 grade steel with the Structural Engineer and �•1r. <br />Christopherson and presumably they are aware af the concerns I <br />have expressed in this letter. However, the discrepancies I found <br />in resteel placement may be somewhat indicative of the placement <br />of the resteel in previous panels and be of help to the Structural <br />Engineer in determining what corrective measures are required. <br />� <br />Sincerely yours, <br />� �c. �y R�-✓ <br />George Emery <br />r ��r�'U�� �,� J <br />c r,�: j 4 1�98 � . <br />� <br />• �17'Y �F �r� <br />;c„�snFc.z��„� �� � <br />_ 3 _ . <br />