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Centedine Alignment B q(surcharge) ExistingWall Assumed Ground Surface Elev.17.5 Feet - - - - -- ✓ 280- I y=125 pcf J1 y'=125 pcf New FII Assumed High Water Qr'=34° i Existing Fill � Level Behind Wall � Assumed Mean Low Water Ignore Upper 3 Feet --- 490 - Elev.0 Feet z - - Elev.2 Feet - Very loose to medium dense, l I 620 Slope Inclination Varies.See Table 1 gray/brown,slightly silty,fine y,-4fi pcf p to medium SAND,scattered (Seismic y= P organics and debris(Hf,Ha) Case Only) b'=28° Assumed Mud Line 830 40Ct- - (Potentially Liquefiable) Elev.-12 Feet -- - 2750 H 0.4q L801 Dense to very dense, 610 1 p,;r T � i25gray,silty fine SAND STATIC -,1 pit 0- - (Ha,He) SURCHARGE -3g - - 800 PRESSURE Elev.-25 Feet t -- -- - - -- 70 � 10100 660 SEISMIC Very dense, INCREMENT gray,slightly .=130 pcf D silty,fine to medium SAND NOTE: 66 pcf = (Opnfl A horizontal seismic (i=40° coefficient of 0.12 times gravity was used to develop the seismic surcharge. I - 10100+550D -- 660+13D 130 Ji ULTIMATE PASSIVE ASSUMED SOIL ACTIVE UNBALANCED EARTH PRESSURE SOIL DESCRIPTIONS EARTH PRESSURE WATER PRESSURE z NOTES (See Note 8) PARAMETERS 1. These lateral earth pressures shown are for the case of a new sheet pile bulkhead constructed in front of the existing bulkhead and backfilled with compacted structural fill. Not to Scale a 2. All pressures are in units of pounds per square foot(psf). Components of the pressure behind the wall should be added to get the total pressure on the wall for each loading case. Table 1,See Note 5 3. Active and passive earth pressures are shown per unit width for sheet pile walls. Active lateral earth pressures should be used for flexible wall systems that are able to displace at least 0.001 times the height of the wall. If the wall does not displace at least 0.001 times the Slope Ct Value height,the earth pressures should be reevaluated. 2H:1V 11 4. Earth pressures are based on either a cantilevered wall system or single anchor wall system. LEGEND 3H:1V 19 5. Select coefficient(Cr)based on the slope in front of the retaining wall. Assumed or Measured Water Level 4H:1 V 24 6. The assumed soil profile is generalized from the soils described on current and previous boring logs.Variations between the profile and actual subsurface conditions may exist. D Depth of Penetration in Feet Below Elevation LL 7. Earth pressures are based on the dimensions and elevations shown. If different elevations(such as elevation of top of the mudline slope 14th St 8 16th St-Marina District 4 in front of the wall)are used for design,the earth pressures shown on this figure would not be applicable,and should be revised based on q Surcharge Pressure in Pounds Per Square Foot Port of Everett the final configuration of the bulkhead and adjacent slope. Everett.Washington 8 The provided passive earth pressures are ultimate values. For allowable,these values should be reduced by a factor of safety of 1.5 for Y Effective Unit Weight 7 static case and a factor of safety of 1.0 for seismic cases. Alternatively,the passive earth pressures can be reduced by a mobilizationy Total Unit Weight RECOMMENDED LATERAL EARTH $ factor as described on Figure 8. PRESSURES FOR SEGMENT D 9. We estimated the seismic increment using the Mononobe-Okabe Method for a 200-year seismic event with a horizontal seismic coefficient Effective Friction Angle of 0.12 gravity,about half the peak ground acceleration. - January 2014 21-1-21761-003 10. The earth pressures shown above do not consider potential for liquefaction behind the wall. For Segment D.additional exploration and 545 Active Earth Pressure I. testing should be performed to evaluate the liquefaction potential and associated earth pressures in Segment D. SHANNON&WILSON,INC. SFIG.6