4202 CRESCENT AVE 2016-01-01 MF Import

Sep 28 00 12: 35p GEOTECH COYSULTHHTS, InC. f4251747-8561 p.4 Legacy Devclopment JN 00378 September 27,2�00 Page 4 If the ground (n fror�t ot a foundation is kose or aloping, Uie passive earth pressure given abave will not be appropriate. We recommend �naiiitaining a safety fador of at least 1.5 for the foundation's resistance to lateral loadina, v:he�i :;�ir�� i1�e above ultimate values. PERMANFNT FOUNDATION/iND RETAININO WALLS Retaining walls backfllled on onty one side should be designed to resist the lateral earth pressures imposad by the soil they retain. The following recommended panmeters aro for wolls that restrain Ievei backfill: Active Eirth Pressure'" 35 pCF Passive Eerth Prossuro 300 pcf . Ccel�cient of FrkUon 0.40 Soil Unit Weight 120 pcf � wnu.:m a+b oau�w.r..Nbk rooe..oe(m.Aw.,�a a.sW. � arth pew�um an eompu4d wiiry tM qulwbnt tluld Pnaan�. •For a n�trtlMd wW thd annot dM��!�t Iwt 0.002 fbw Ib . Mipht,a uniform I�nl psw�pud to 10 pd tlmw tlr M�phl ol tlw rwll tFwld b�ad�Nd m tlw abov�ae1M W W+Nnt fluW praauro. " For ��,�QA. wM as on tM uPdop Portlon d tM ra(dma.an addHlonY 10 Pd thadd b�addd. The values given above are to be used to design permanent foundet(on and rotaining wells only. The passive presaure given ia appropriate for the depth of level atruc�ural fill plsced in front of a retaining or foundation wail only. The values for fidion and passive rosistance are ultimete values and do not indude a safety fador. We recommend a safeiy foctor of at laaat 1.5 tor overtuming and sliding, when using the above values to deaign the walls. Restrained wall aoil parameters should be utilized for a diatance of 1.5 times the wall height trom comen in the walls. The design values gNen above do not inGude the ei?eds of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by sbpes, vehicles, or adjaxnt foundations will be exerted on the wails. If theae condilione exist, thwe preaauros should be added to the above laterel soil pressures. Where sioping backfiA is desired behind the walls,we will need to be given the wall dimenaions and the slope of the backfill in order to provide the appropriate design earth pressures. Heavy construciion equipment should not be operated behind retaining and founda6on walis within a distance equai to the height of a wall, unless the walls are designed for the additicnal lateral pressures resulting from the equipment. The wall design criteria assume that the baddll will be weil-compacted in lifts no thicker than 12 fnches. The compaction of backfill near the walls ahould be accomplished with hand-operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compadion.