1718 ENGLAND AVE 2016-01-01 MF Import

fCcotcchnical Engincering Evaluation 8noland Avcnuc Lot � Junc 2,2005 NGA ['ilc No.41 I SOS Page 8 � Pcrmancnt cut and fill slopcs shauld bc no stceper than 2FLIV. Pcrmancnt slopcs should bc cc€ctatcd and thc vcgclativc covcr maintaincd un�il c+tablished. � � Foundations Conventional sliallow sprcad foundations sliould bc placcd on undisturbed mcdium dcnsc on c�tter nativc soils or be supportcd on strucwml fill or rock spalls extcnding to those soils. Where undocumented fill or ' Icss dense soils are encountered at footing bcaring cicvation, thc subgrade should be overvesc.rvated to expose suitable bearino soil. Thc over-excavation may be filled with structural fill, or the footing may be ' extcndcd down to the bearing n.�tivc soils. If footings are supportcd on stn�c�ural fill, the fill zonc should extcnd outside the both edges of thc footing :i distance cqu:il to one-half of the dcpdi of thc uver- Icxcavation bclow the bottom of thc foMing. � Footings sh�uld cxtcnd at Icast IS inchcs bclow thc lowest adjBCL`OI �Iill.l'{ll'(I ground ,urface for frost protcction and bcaring capacity considcr,uions. Minimum foundaion widths of I6 and 2-' inchcs should be used for continuous and isolated footings, respectively, but (ooti�gs should also be sized based on thc Ianlicipated loads and allowable soil bearing pressura St:mdins water should not be allowed to accumulate in footing trenches. rVl loose or di,turbed soil sho�.dd be removed from the foundation Iexcavation prior to placirg concrcic. IPreliminary pl,ms indicate the drive�vay c�ca�:uion will rcmove the aecp slope along the north side of the site. A scrics of small rockerics facing grading cuts are indicated north :md �vest of the planned msidencc. IWe recommend that footings conswcted near these rockery-faced cuts should be deepened so that � Foundation loads are not tr:msferred ro the rockeries. Footings constructed within 10 feet of these Irockerics should be extendcd to thc same clevation as the bottom of the rockery. For foundations conslructcd as ouUined above, we recommend an allowable design bearing pressure of I not more than 2,000 pounds per squan: foot (ps� be used for tlic building footing design for footines founded on the medium dense or beuer nativc soils or swcwral fill extending to the nativ_ competent matcriaL The foundation bearing soil should be evaluamd by a representative of NGA. We should be consulted if highcr bcaring pressures are needed. Current IBC guidelines should be uscrl when considering incrcased allowable be:�ring pressure for short-tcrm transitoq� wind or seismic loads. Potcntial foundation settlement using the recommended allowable bearing pressure is es[imated to bc Iess I NELSON GEOTECHNICAL ASSOCIATES, INC. I