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UNIFORM SURCHARGES, q <br /> LATERAL EARTH PRESSURE FROM LATERAL EARTH PRESSURE FROM (FLOOR LOADS, LARGE FOUNDATION <br /> POINT LOAD, Q P (SPREAD FOOTING) LINE LOAD, Q� (CONTINUOUS WALL FOOTING) ELEMENTS OR TRAFFIC LOADS) <br /> --I X= m•H � � X= m•H � <br /> --1— <br /> _ q (psf) <br /> � } <br /> Z=nH PH Z=nH <br /> + PH <br /> H A � A� i <br /> 6H H � <br /> R R BASE OF <br /> BASE OF I BASE OF I EXCAVATION <br /> EXCAVATION <br /> EXCAVATION � � 6H �0.25�q <br /> (psf) <br /> FOR m s 0.4 <br /> � = 0.28QPn2 6H = LATERAL SURCHARGE PRESSURE <br /> Hz(0.16+n Z)3 FOR m 5 0.4 FROM UNIFORM SURCHARGE <br /> � = 0.2n•Q� <br /> FOR m > 0.4 H(0.16+nZ)Z <br /> � = 1.77QPm2 n2 <br /> H2(m2+n2)3 FOR m > 0.4 <br /> �, = 6H COS2 (1.1A) �., = 1.28m2 n•Q� <br /> H(mZ+n2)2 <br /> M P H R <br /> RESULTANT PH = 0.64Q� <br /> H QP � (mz+l) <br /> � H <br /> J <br /> 0.2 0.78 0.59H � QP <br /> .' M R <br /> � 0.4 0.78 0.59 H o A � <br /> - �" 0.1 0.60H <br /> ' 0.6 0.45 0.48H v <br /> N � 0.3 0.60H <br /> N --I X= m•H <br /> � 0.5 0.56H <br /> z SECTION A—A' <br /> � 0.7 0.48H <br /> � Pressures from Point Load QP <br /> m <br /> r <br /> m <br /> 0 <br /> � Definitions: <br /> O <br /> � (�,= Point load in pounds <br /> � <br /> o (� = Line load in pounds/foot <br /> o f-{ = Excavation height below footing,feet <br /> � 6H = Lateral earth pressure from surcharge,psf Notes: Recommended Surcharge Pressure <br /> � q = Surcharge_pFes�ure in psf 1.Procedures for estimating surcharge pressures shown above are based on Manual Beverly Park Substation <br /> W 8 = Radians 7.02 Naval Facilities Engineering Command,September 1986(NAVFAC DM 7.02). <br /> & � 2.Lateral earth pressures from surcharge should be added to earth pressures Everett, Washington <br /> � 6H = Distribution of QH in plan view presented in the report. <br /> � PH= Resultant lateral force acting on wall, pounds <br /> � R = Distance from base ofi excavation to resultant lateral force,feet 3.See report text for where surcharge pressures are appropriate. G EOE NG I N EE R� Figure 6 <br /> w <br /> � <br />