1001 N BROADWAY JAFCO 2016-01-01 MF Import

f �, L� � � J-736-02 Fage 2 Ground�aaCer �ac not encountered in any of the 5 fest piCs, although �-at fill zones were observed in the upper 1 to 2 feet of 4 teat pits. General Geotechnical Engineerinq Considerations In our opinior:, shallow apread or continuous footinga would provide a auitable foundation f.or support of the off.ice building. Howevez, these unite should be founded on a minimum thickness of compacted structural fill to reduce potential post-constr.iiction settlements. The compacted structural backfill should extend a deptr of about 18 inches below the base of continuous wa oo «ngs �«� a�� 24 inc es e ow tie ase o so ate sprea oo n$s: e m nimum mits w t�o�fie Gb om o. e excava on�required for the atructural backfill should be defined by l:nes extending 1 Horizontal to 1 Vertical from the edges of the footing. After overexcavation and prior to placing atructural backfill, the surface nhould be compacted to a dense, nonyielding surface. Footings placed in accordance with the above recommendati.ons could be designed for an all.owable bearing pressure of 2 000 sf. Isolated spread footings should have a minimum width of � nc es and continuous footings 18 inches. We recommend that the base of all spread footings be locatea a minimi�� depth of 18 inches below the top of the building floor slab or adjacent exterior gra e, whichever is lo:aer. We be`ieve that total and differential settlements would be less than or equal to about 1-inch and 3/4-inch, respectively. Slab-On-Grade We recommend the floor slab be constructed on a six-inch thickness of a well-graded sand and gravel containing less t an percent fines to serve as a bearing layer and capillary break. Site Preparation Overexcavation of soil fr�m footing locations should he accomplished as previously stated. In addition, :�lab areas would require at least 6 to 8 inches of overexcavatioii below the base of the alab to accoamodate a sand and gravel wurk:'ng surface and capillary break. The exposed subgrade should tl-�n be I�rerolled such that the upper - 12 inches of site soils are compacte�i to a minimum of 95 percent of the maximum modified Proctor dry �iensi.ty according to ASTM D-1557-70 Teat Procedure. Structural Fill Structural fill should be densely compacted to at least 95 percent of the modified Proctor maximum density.