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.`.fi <br /> I <br /> . � <br /> s + <br /> : , <br /> �- � <br /> ` i <br /> t <br /> I <br /> �� � � <br /> ,�� � � � _.� I <br /> � y� I <br /> ��� I <br /> � I <br /> ��� <br /> � '°� <br /> : � <br /> o��° + <br /> 0 <br /> Q�8 i <br /> Kelvin and Patti Barton �N 91322 <br /> �H� October 22, 1991 pege 4 I <br /> i <br /> g�� ? <br /> � increase in this design bearing pressure may be used when j <br /> con=idering short-term wind or seismic loads . For the above ' <br /> '�� design criteria, it is anticipated that total post- I <br /> --- construction settlement of footings faunded on competent, � <br /> native soils wiil be about one-half inch, with differential <br /> settlements on th.� order of less than one-quarter irch in 50 i <br /> feet. � <br /> Lateral luads due to wind or seismic forces may be resisted by � <br /> friction between the foundations and the uearing soils, cr by <br /> passive earth pressure acting on the verticat , emFedded <br /> portions af the foundations. For the latter condition , the <br /> founda'tions must either be poured directly against relatively <br /> level , undisturbed soil or level structurel fill must be <br /> placed around. the outside of the foundation. We recommend � <br /> the following design values be used for the ioundation's <br /> rasistance to lateral loading: <br /> � �: <br /> ' ��'� Desi n <br /> i 9 <br /> � � , Parameter Value <br /> I <br /> i ���"'°� Coefficient of Friction 0.4 <br /> Passive Earth Pressure :i50 pcf <br /> Where: <br /> I ��1 I (1 ) Pcf is pounds per cubic foot ; <br /> i (2) Fassive earth pressure is computed ' <br /> using the equivalent fluid density. <br /> If the ground in front of the foundation is loose or sloping, <br /> �� the passive <arth pressure given above will not be <br /> a�pror�riate. We recomtr�end that e safety factor of at least 1 .5 <br /> be used for design of the Poundation's resistance :o lateral <br /> loading. <br /> ��, <br /> I <br /> �r+ <br /> �EOTECH CONSULTANTS, INC. <br />