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Concrete Deck Flexural Design per SDI C-2011 &AC!318-14 <br /> = 0.9 <br /> f'<= 4 ksi Load Area= 14 in <br /> Fv,o x 50 ksi x <br /> Conc Density= 145 psf 24 in <br /> Added Rebar in Flute= 0.612 int/ft <br /> Added Rebar height above bot of deck= 1.125 in <br /> t= 0 in,deck thickness <br /> a= 12 in <br /> b= 7 i <br /> c= 5 i <br /> dox= 2in <br /> h= 8 in,total deck+conc depth <br /> Deck Allowable Shear Capacity/Foot(Catalog Value) 2.58 k/ft <br /> NAs,eei= 1.13 in from the bottom <br /> A,= 0.61 int/ft,deck steel+Rebar area <br /> d= 6.88 <br /> p= 0.0074 <br /> rl= 8.30 <br /> Y« 2.03 in,distance from top of slab to N.A.of cracked section <br /> Ycs= 4.85 in <br /> Isi= 0.00 in4/ft,steel deck gross moment of inertia <br /> h,= 18.4 in4/ft,concrete deck cracked moment of inertia <br /> Dw= 4.472135955 in <br /> Ph= 0.1 in <br /> Ku= 1.48 <br /> Pe= 3 <br /> Ki= 1.48 <br /> K3= 1.40 <br /> K= 1.00 <br /> My= 239 k-in/ft,Yield Moment for the composite deck-slab <br /> Flexure <br /> 4,M„=4KMy= 17.90 k-ft/ft,design moment capacity of composite slab-deck <br /> One-Way Shear 1 <br /> 4)V„=4)�Ve+ �r,V,= 11.3 k/ft,design one-way shear capacity of composite slab-deck / ..00l <br /> Punching Shear <br /> 4)V„_��V = 113.8 kips,design punching shear capacity > 1•b(2.6" ctit0,( <br /> -- a <br /> dDeck <br /> C <br /> Project: McClean Launchpad <br /> Item: Composite Deck Flexural Calculation <br /> Date: 12/6/2016 <br /> Engineer: SW1 <br /> Sheet: <br />