315 RIVERSIDE RD 2018-01-01 MF Import

� Geotcchnical L'ngineeriug Ev-'.�ation �� Motor Tnicks International I� zrsliip I I:vemtt, 1Vashington Jauuary 4, 2008 i NGA File No. 774007 Pagc 9 ITl�e following information is providcd solely for thc benefit of t;ic owner and other design consultanu and � sl�ould not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job sile safety. Job site safcty is the sole responsibility of the project contractor. IPor planning purposes, we recommend that tcmporary cuts in the on-site soils be no steeper than 2 Horizontal to I Vertical (211:1 V). If significant ground�vater seepage or surface water Flow are encountered, we would c�pect that Oatter inclinations �t�ould be necessary. �Ve recommend that cut slopes be protected from crosion. Thc slope protection mcasures may include covering cut slopcs with plastic shceting and divcrting surf:icc runoff away from the top of cut slopes. 1Ve do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. �Ve rccammend that cut slopc hcights and inclinntious confonn to appropriatc OSFIA/�VISHA rcgulations. Toundatian Support Com�entional shallow sprcad liwnd;ilions ur gradc bcams lor building support could bc utilizcd aftcr thc sitc lias bcen successfully prcloaded and most of thc anticipated ,ettlement realiud. Footinss should be tied together and additionally rcinforced lo reduce the effects of differential settlemenL Quilding footings should e�tend at Icast 1S inches bclow the lo�vest adjacent finished ground surface for frost pro�ection and beariug capaciry considerations. illinimum foundation widths of 24 and 42 inches should be used for continuou� and isalatcd footings, respccti��ely, but footings should also be sized based on the anticipated loads and allo�eablc soil bearing pressurc. A minimum of h��o feet of compactcd granular fill should bc placeJ underncath tlia building fowidnlious. Standing �cater should uot bc allo�ved to accumulate in footing trenclics. All loose or disturbed soil should bc remo�ed from ihe foundation excavation prior to placing concrc�c. Por foundations consiructcd as oinlined above, ��e recomnrend an allo�aable design bearing pressure of not morc than 1,�00 pounds per square foot (psQ be uscd for the buildin� footing desien for footings founded on structural fill p�ds. 'I'he foundation bearing soil should be evaluated by a represent�tive of NGA. Nc should be consultcd if higher bearing pressures arc needed. Current II3C guidelines should be used ��hen considerim� increased allo��able bearing pressure for shorl-temi transitory wind or scismic In:td>. NELSON GEOTECHN/CAL ASSOC/ATES, INC. '� �2