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I SITTS & HILL ENGINEERS, INC. <br /> TACOMA, WASHINGTON (253)474-9449 JOB: 17659 <br /> DESIGNED: EMF DATE: 03/17/2020 7 <br /> PROJECT: SITE PUMPED INDUSTRIAL WASTE CHECKED: BKL DATE: 03/17/2020 <br /> I <br /> b„:=2 (w,+d)+2 (1,+d) =76.75 in Punching shear perimeter <br /> Ias:=40 ACI 318-14 Section 22.6.5.3 <br /> a •d <br /> i <br /> •min 4 A• T, ,(2-I- 4 •A• f'„. , 2+ . •a•VT, •b„•d <br /> Q0V„:_ b" kip=60.98 kip <br /> 1000 <br /> IDesign punching shear strength per <br /> ACI 318-14 Table 22.6.5.2 <br /> IOV„=60.98 kip > P„=33.28 kip .'. Punching shear strength OK <br /> IOne Way Shear Strength: <br /> The concrete within the precast panel is adequate to resist the localized effect of punching <br /> shear, and the entire panel cross section is checked to resist the global effect of one way <br /> Ishear. The edge channels act as shear reinforcement for the section, and the concrete <br /> shear strength of the panel and the steel shear strength of the edge channels contribute to <br /> one way shear resistance. <br /> Ib:=53.5 in Most narrow precast panel width <br /> I <br /> `�V - •2 f •b•d <br /> 1000 kip=21.25 kip Concrete design shear strength per ACI <br /> 318-14 Equation 22.5.5.1 <br /> 1 t,,,:=0.437 in Channel web thickness <br /> d:=6 in Channel depth <br /> I h:=4.375 in Channel distance between flanges minus <br /> corner radii <br /> Fy:=36 ksi Channel yield strength <br /> IE:=29000 ksi Steel modulus of elasticity <br /> Ik,,:=5 Per AISC 360 Section G.2.1(b) <br /> h = 10 < 1.1 • k2,•E=69.8 ... C,,:=1 Per AISC 360 Equation G2-3 <br /> It2,, FY <br /> CV.y:=0.9.0.6•Fy•d•t„,•C„=50.97 kip Per AISC 360 Equation G2-1 <br /> 1 9d:=0VC+2 ci5V3=123.20 kip > P„=33.3 kip .'. One way shear strength OK <br /> IAdditionally, a single edge channel can resist the entire one way shear load. <br />