10730 19TH AVE SE 2018-01-02 MF Import

. W. T. Duryea Company JN 87105 May 29, 1987 Page 6 The upper twelve (12) inches of pavement subgrade should be compacted to at least 95 pezcent of the maximum density. Below this level a compactive effort of 96 percent would be adequate. The pavement section for lightly loade:i traffic and parking areas should consist of two (2) inches �f asphalt concrete (AC) over four (4) inches of crushed reck base (C.RH) oz thzee (3) inches of asphalt treated base (ATB) . We zer_ommend if the driveway on the south side of the project is to serve as a city street accessing propezty to the west, that this dziveway be paved with three (•3) inches of AC over six (6) inches of CRB or four (4) inches of ATS. These guidelines are based on our �`'' experience in the atea and on what has been successful in similar situations. We can provide recommendations based on �xir ' expected traffic loads and R value tests , if requested. Some maintenance and repair of limited areas can be expected. To �:;; provide for a design without the need for any repaiz would be �`` uneconomical. i 3': - � SITE PREPARATION AND GENERAL EARTHWORK ,. � Any structural fill under floor slabs oz foundations should F � ��. � � be placed in horizontal lifts and compacted to a density equal E • to or greater than 95 percent of thFe maximum dry density in E : accocdance with ASTM Test Designa`�ion D-1557-78 (Modified Proctor) . The fill materials should be placed at o; near the optimum moisture content. Fill under pavements and walks should also be placed in hotizontal lifts and compacted to 90 pezcent of the maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Ideally, structural fill which is to be placed in wet weather should consist of a granular material with a maximum particle size of three inches and no moze than 5 percent fines passing • the No . 206 sieve. LIMITATIONS Geological factors such as stratigraphic discontinuities that occur between test pits and soil exposures, or vaziations in groundwater co�ditions are not ptedictable with a limited , exploration program or conventional engineering analysis . Such non-quantifiable risks must be borne by the owners . This report has been prepared for specific application to this project and for the exclusive use of W. T. Duzyea Company II I GEOTL'CH CO�SULTAhTS INC.