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!T;! <br /> �♦ :y i+ ��'. - •• "mow S•♦• <br /> 1 � i��.� .s 1 • - Mf=` •�y, <br /> ACI specific that the design strength (U) provided to resist the actual <br /> hydrostatic load (F), in this case the hydraulic pressure exerted on the <br /> upstream face of the bulkhead. equal 1.4 times the actual hydrostatic load. <br /> U - 1.40)(144) lb/ft (7) <br /> U - 1.4(290)(144) - 589464 lb/ft <br /> p • hydraulic pressure (psi) to be substituted for the actual unifors <br /> loading (w) on the upstream face of .the bulkhead. <br /> - 0.06375(58464)(102j - 3729708 ft lb <br /> Ty - (wl/2) - (wt/2)(0.151/0.5I) • 0.541 - O.15w1 <br /> Ve - 0.35 wi - 0.35(58464)10 - 204,624 lb <br /> 1Aerefore, the calculated K, equation (6)9 for the planned 14-ft long bulkhead <br /> to the Friday LOAN Tunnel is: <br /> K - 3.5 - t.S(3n708/(204624)(I4) - 3.5 - 0.325 - 3.17S <br /> Since the calculated K is greater than Me the ACI requires that 2.S be used <br /> is calculating the nominal permissible shear stress at the critical section, <br /> as follows: <br /> vC - K(1.9 A c� - 2.S(1.9 wMM - 260 psi <br /> vn - 0.8S(260) - 221 psi <br /> This pendssibte value had to be divided by two to meet the owner's additional <br /> requirement, yielding a maximure allowable design stress of ilc psi- I ACI <br /> limiting value for the permissible shear stress, vc, is 6 , rc-,, <br /> The alcrlated actual shear stress (vu) for the critical section is the <br /> shear fora (ru) present at the critical section divided by the area of the <br /> sections as follows: ' <br />