2920 CHESTNUT ST 2016-01-01 MF Import

i I I David Kehle, Architect w-.s�a � 9 April 1981 Page Four 1 in eight inch horizontal lifts and compacted to at least 90% of laboratory maximum density using ASTM:D-1557 as tlie standard. � i IV. Floors ' We understand that the dock-height floor slab will be constructed. The ex- xisting fill on the site, if used for floor support, will consolidate and settle, resulting in floor damage. Properly, all of the existing fill should be replaced with a compacted structural fill (90� of ASTM:D-1557). In lieu of this, the upper two feet of fill should be recompacted to the same 90% density. This approach, however, will allow some floor settlement, warpage, and breakage. In any case, at least six inches of clean, free-draining sand or sand and � gravel should be placed beneath the floor. In addition, the slab shouid be protected from dampness by an impervious moisture barrier. V. Wall Pressures It is anticipated that some wall panels act as retaining walls, primarily near tlie northwestern portion of the building. These, since they will be restra?ned and unable to yield, should be designed for an equivalent fluid of 45 pcf. This assumes a horizontal backfill consisting of free-draining sand and gravel � compacted to 88% - 90% of laboratory maximum density. . A higher degree of compaction adjacent to the wall is not desired as this will increase the pressure acting on the wall . Surcharges from adjacent footings, construction, equipment, vehicies, floor loads or sloping ground, must be added to the above wall pressure. Perimeter footing drains should be provided for any locations where outside grade is at or above floor level to help prevent the buildup of hydrostatic � pressures. These drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Drains should consist of a , perforated pipe enclosed in a pea gravel filled trencfi. Also, roof runoff should not be tied into the footing or wall drains. �, � � I i i � � t