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mm. <br />B <br />a <br />n <br />I <br />I <br />3 <br />m <br />m <br />mt <br />m <br />2 <br />a <br />\1 <br />Pagt 6 • #120 86-74 <br />beyond the edges of the footings a dlstvcce equal to the depth of cowpacted <br />fin beneath the footings. This fill should be compacted to 95* of standard! <br />Proctor density. We recommend designing the foundations for a maximum <br />loading of 1500 psf (pounds per square foot). In our opinion, 1 sol If <br />win provide a factor of safety of at least three against a «ctua1 sheer <br />failure. We estimate total settlement will be up to 1” and differential <br />se*.‘.lifflent possibly up to 3/4'. Because the underlying natural soils are soat' <br />what erratic, we recommend providing a fairly rigid founjjatlon to Blnlinlie <br />the effects of differential settlement. <br />The present water level Is only about 4' below grade. In some areas, the <br />excavation will extend below the present water level. If at ill possible* <br />the excavation should be dewatered so that the soils can be observed prior <br />to placing the controlled fill. All fill placed below the present water <br />level should consift relatively clean sand with less than 10* passing! <br />a #200 sieve. <br />In the garige irea, the topsoil should be removed and replaced with controlled <br />compacted fill. 1^ recommend all fill placed in the garage area consist of <br />a ffratlvtly clean sand with less than 10* passing a #200 sieve. <br />SITC OSSCiVATIOll <br />lie rtcomtod that the excavation be observed by a soil engineer prior to the <br />placeKst of foimdattons or controlled fill. Ww also rccoBSttnd that deesltji