8110 LARIMER RD 2016-01-01 MF Import

Oct "l7 08 08:16a Brisky Bros. Const. 360-707-2525 P 4 GeoTest Scrvices, Inc. 81101anmer Ru�a. Everatt. VvA Faundation walls, Retaining walls and Lateral earlh pressure A4arcn 2�, 20J7 Job No.07-G'�53 The lateral earth pressures that davelop against subsun'ace building and re:aining wails will depend �.� the method of backfill placernent, dngree of compaction, slope of backfill, type of bac�ll malerial, provis[ons (or drainage, magr.iWde and location of any adjacert surcharge loads, and lhe degroe to which ihe wall can yield laterally during or after place:ment of backfill. if the �vali is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 times its heighl (a yielding wall}, the soi! pressure exerted will be the active soil pressure. V��hen a subsurface wall is res�rainec against lateral movement or iilliny (a nonyielding w311�, the soil pressure exerlec is the at-rest soil pressure. Wall restrainl may develop if a rigid structurai netv.'ork is constructed prior to backfilling or the wail is inherenUy s[i(F. For non-yielding walls such as foundation w211s with level bacl,fill under drained conditi�ns, use the following design data: PAaximum soil density (gravel soil assumed) = 135 ]blfi' Coefficient of At-Rest Earlh Pressure Ko = 0.41 At-Rest Earth Pn:ssure equivalent fluid den�ity = 55 Ib/ft' �or yielding walls such as earth retainin� walls wilh level backfi;: under drained conditions use the following design data: Maximum soil density (gravel soil assumed) = 135 Iblft� Coefficient of Aclive Earth Pressure K� = 026 Active earth aressure equivalent fluid density = 35 Ib/ft' Design of subsurface walls should indude appr�priale lateral pressures caused by surcharge loads located within a horizon[al distance equal to or less than Uie .�eight of the wall. For un'rfortn surcharge pressures, a uniformly distributed laleral pressure eGual to 35 peroent and 5C percent of the vertical surcharge pressure should be added to lhe lateral soil pressures for yielding and nonyiele'iny walls, respectivelV• Passive earth pressures developed agains? ihe sides of building f�undations, in conjunction with friction developad behveen the base of the footirgs and the supporting subgrade, will resist lateral loads transmitted frorn the structure to its found.3tion. For passive resistance of foundation walls against well-compacted FlII cnd.�r drained conditions, use 1he following design data: Maximum soil density (gravel soil assumed) = 135 Ib,'ft' Coefficient of Passive E�rth Pressure Kp = 3.69 P2ssive earih pressure equivalent fluid density = 300 Iblft' Coefficient of Lateral Sliding = 0.35 Paye 3 of S