1001 E MARINE VIEW DR SITE WORK AND UTILITIES 2018-01-01 MF Import

Sfe/ten Jacobson JN 98313 Page 3 August 17, '398 the existing fill and weathered soils should be inclined at 1:1 (Horizontal: VeRical), and 0.75:1 (H:V) in the dense glaciai lill. Due to lhe relatively high bearing capacities recommended in this report, extra care must be utilized to remove loosaned or disturbed soils from the footing subgrades prior to concrete placement. The site soils are generally silty and moisture sensitive, therefore, it is important that the bearing surfaces be protected from disturbance, especially during wet weather. Although no structural fill should be placed beneath the proposed foundations, the bearing surface should be protected by a thin layer of lean concrete or a thin layer of wasf�td crushed rock. This reduces the potential for disturbance of footing subgrades during placement of footing drains and reinforcing. The silty native soils will not be usable as structural fili in general during the wet season or when they have high moisture contents. Therefore, it would be advantageous to perform earthwork during the normaily dry summer and early fall months when the soils will be drier or can be aerated to lower their moisture content. Groundwater was not encountered in any of our test pits. However, if significant groundwater is encountered in the axcavation, a system of underslab drains may be needed to ensure that sAepage does not come lhrough the base;nent slab. Underslab drainage considerations are covered more fully in ti�e later section Drainaqe Considerations. Geotech Consuitants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond lhe current scope of work for this study, and it may include revisions lo our recommendations to accommodale site, development, and geotechnical constraints that become more evident during the review process. Conventional Foundations The p;oposed slructure can be supported on conventional continuous and spread footings bearing on u�idisturbed, dense to very dense, native soil. We recommend that continuous and individual �p�ead footings have minimum widths of 16 and 24 inches, respeclively. They should be bottomed at least 12 inches below the lowesl adjacent finish ground surface for frost protection. The Iocai building codes should be reviewed to delermine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturb��d soil prior to pouring concrete. Dependina upon site and equipment constraints, this may require removing the disfurbed soil by hand. Because of the relatively high beari�g values recommended in this report, lean concrete could be used to fill any areas of overexcavation. The lean-mix concrete should be 2t a 1-1/2 sack mix. No structural fill should be placed beneath the foundations. An allowable bearing pressure o� 5 700 pounds per square foot (ps� is appropriate for footings supported on competent native soii A one-third increase in this design bearing pressure may be used evhen considering short-term wind or seismic loads. For the above design criteria, it is anticipated lhat the totai post-construction settlement of foo;ings founded on competent native soil, will be about one-half inch, with differential settlements on the order of one-quarter inch in a distance of 100 feet along a continuous footing. ��n,rn u rmsi i.r,��rs.tnc