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SRWall (ver 3.22 April 2002) <br />LN 0511135 <br />Coell:icients of Earth Pressur� and Failure Plane Orie�ncations: <br />Seismic CoefficenC (k(int)) <br />Seismic Coefficent (k(ext)) <br />Reinforced Soil (:;tatic) (Ka) <br />iteinforced Soil (static) (Ka horizontal component) <br />Iteinforced Soil (static + dynamic) (Kae) <br />E:einforced Soil (static + dynamic) (Kaeh horizontal component) <br />Orientation of r'ailure plane from horizontal (degrees) <br />Retained Soil (:;tatic) (Ka) <br />Retained Soil (:;tatic) (Kah horizontal component) <br />Retained Soil (,tatic � dynamic) (Kae) <br />Retained Soil (static + dynamic) (Kaeh horizontal component) <br />Orientation of failure plane fr.om horizontal (degrees) <br />Results oY External Stability (Seismic) Analvses• <br />Calculated <br />FOS Sliding 2 8y <br />FOS Overtuining 3.75 <br />FOS Ilearing Capacity 15.62 <br />Base Rei�forcement LengCh (L) (fC) 6.0 <br />Base Eccentricity (e)(fC) 0.76 <br />Base Eccentricity Ratio (e/L-2e) 0.17 <br />oase Reinforcement Ratio (L/Ii) q,g <br />Note: wlculated values MEET ALL design criteria <br />Page 4 <br />0.25 <br />0.1 <br />0.267 <br />0.243 <br />0.527 <br />0.481 <br />57.32 <br />0.29B <br />o.za� <br />0.394 <br />0.326 <br />47.92 <br />Desiqn Criteria <br />1.1 OK <br />1.15 OK <br />1.5 OK <br />4.5 OK <br />N/A <br />N/A <br />0.6 OK <br />Detailed Results of External Stability Analyses: Calculated Values: <br />Total Horizontal ['orce (lbs/ft� <br />I 7'otal Vertical Force (lbs/PC) <br />Sliding Resistance (lbs/ft) <br />Driving Moment (lbs-ft/ft) <br />Resisting Moment (lbs-ft/Il) <br />oearing Capacity (�sL) <br />Maximum �earing Pressure (psf) <br />aesults of In[ernal S[abilitv (Seismicl Analyses: <br />SRfJ Geosyn Elev <br />Uni[ Type (f[) <br />M <br />t.eng[h nnchor FOS <br />(IL1 Leng[:� Over- <br />(fU s[ress <br />> 1.0 > 1.0 <br />FOS <br />Pullout <br />> 1.1 <br />1590.7 <br />6329.5 <br />459B.6 <br />5106.5 <br />19126.5 <br />22097.5 <br />1415.1 <br />FOS Layer <br />Sliding Spacinq <br />(ftl <br />> 1.1 < 3.0 <br />3 1 5.0 7.01 1.3 0.36• 0.51• 6.12 OR <br />Z 1 2.5 6.0 1.9 0.31� 1.07� C.18 OR <br />No[e: � value does NOT MF.ET desi.gn criterion (9 ocw[[ences) <br />❑ote: Seismic analysis may noL givc the lowest Cac[ors o[ sa[e[y foc FOS against reinforcement <br />over-stress i.n internal stabil[y cal.cuLa[ions. Be sure to check curren[ design using staCic analysis <br />op[ion. <br />