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0 0 <br /> Internal Bracing ' <br /> ftyp] 7 f <br /> - .. <br /> 10 Soft 10 Shor ---- -- <br /> Clay ing Wall .. <br /> .... <br /> horing Wall <br /> .. .. 5 <br /> 5 <br /> Shorin Wall <br /> 20 20 internal Bracing --. ---- <br /> q <br /> .. t <br /> CL . <br /> Med. n Bottom of Excavat on Bottom of Excavation <br /> 30 .Dense 30 ......... <br /> f Sand 0-27 ksf ? S=The extent of uniform surcharge loading <br /> e shoring (feet) <br /> ' <br /> ingwalh , ?-- <br /> behind th h <br /> 40 Harld Silt 40 J...... --------- (see Notes) q_Surcharge due to traffiic,�construction <br /> ...._ <br /> 1 37 ksf <br /> equipment,and other loading,(psO <br /> Generalized <br /> Subsurface Profile 3 2Lateral Earth Pressure(ksf) ? 3 2 1 0 1 2 Hydrostatic Pressure(ksf) Surcharge Pressure(Not To Scale) <br /> Notes: <br /> 1- Assumed depth of excavation=30 feet from ground surface at Elevation 86 feet. <br /> 2-The lateral earth and hydrostatic pressures shown on this figure are based an groundwater level at 10 feet below ground surface. For different groundwater conditions, both lateral pressures should be <br /> revised as appropriate. <br /> '3- Groundwater level inside excavation should be maintained at least 2 feet below bottom of excavation at all times. <br /> 4- Negative lateral pressure indicates passive pressure. <br /> 5-.Upper two feet of passive resistance should be ignored. <br /> 6- Passive pressure includes a factor of safety of 1,5. <br /> 7- Embedment for kickout resistance should be determined by horizontal force equilibrium below the lowest brace. <br /> 8- Shoring embedment should extend at least to Elevation 46 feet. <br /> Figure 3 <br /> Recommended Lateral Earth Pressures <br /> For Temporary Braced Excavation <br /> Brookside Pump Station <br /> Stockton,California <br />