506 E VIEW RIDGE DR 2016-01-01 MF Import

� _t � � � r r y ,p ' I � I �n � �.� , � �x� � . � � �� ,�� � , � � Q� �~ Kelvin and Patti earton �N g13?� �� October 22, 1991 Page 3 t�y� tO�y H CONCLUSIONS AND RECOMMENDATIONS A C7 w r.FNFqa� � . I �� The prcposed residence and any assoc!ated deck, or i _ structures should be s••�ported on conventional continuous z�nd spread footings bearing directty on the dense, native sands. The existing slopes had a moderate inclination and did not exhibit signs of recent instability. The recommendations presented in this report should be followed to reduce the potential for future slope movements on the site. Al1 water from roof , footing, and storm drains shculd be discharged to ' the storm sewer, or to a suitable outfall at the bottom of the ravine. Discharging water onto the slope itself increases the � risk of movement in the near-surface loose soils . No fill or I debris should he placed on the slope. Areas of disturbed vegetation should be replanted to reduce erosion. As only conceptual plans were available at the time of this +" � report, it is recommended that Geutech Cnnsultants, Inc. ' p revtew the final plans to verify that . site specific �� geotechnical ena,ineertng considerations are addressed. We may � recommend chanhes in the plans or desig� criteria , based on geotechnical considerations that become more evident during ; 1 ��, the review. �� _� '' CONVENTIONAL EOUNDATIQ�$ �. �� The proposed structures can be supported on conventional � continuous and spread footinys bearing on undisturbed, dense sand soils. Continuous and i :.dividusl spread footings shoulc+ have minimum widths of tweive (12) and sixteen (16) inches , respectively, and should be bottomed at least twelve (12) ""� i �iches below the lowest adjacent finish ground surface. The footing subgrade must be cleaned of loose or disturbed soil � ior to pouring concrete. Depending upon site and equipment � constraints , this may require removing the disturbed soil by �..... hand. Some overexcavation may be required helow footings to c;.�ose .�,,,,.. dense native cands . If ovarexcavation is necessary, the �� footin� wall should be extended so that the foundation can boar directly on the dense sands . Footings constructed according to the aUove recommendations may be designed for an allowable soil bearing pressure of two thousand (2000) pounds per square foet (psf ) . A o�ie-third GEOTECH CONSULTANI ;; , I!•1C.