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?N 19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> Pbone:425-814-WS <br /> G F=425-821-2120 <br /> Project Typical Footing <br /> Footing: 48"x 48"x 12"thick <br /> Footing B = 4.00 ft <br /> t = 12 in <br /> Reinforcement R = (5) i 94 TJ <br /> A Si = 1.00 in2 <br /> d = 8.25 in Cover: 3 in <br /> Column Ci = 5.50 in C2 = 5.50 in <br /> Materials f4a = 2500 psi [q ht. _- <br /> A= 1.00 <br /> fy = 40000 psi Uncoated ?p, c 1.00 <br /> Net Footing Weight <br /> PFTG= 0.64 k <br /> Soil Pressure: <br /> PASD =qaB'—PI-7G <br /> One-way shear: 0= 0.75 <br /> V,=2A�Bd= 39.60 k <br /> V, :5 OV, OV,= 29.70 k <br /> Vu=quB(B—Cz_d qu= 0 V, V. quR IB—C2—d _+ qu 0Vc <br /> 2 B 1B—C2 d) 2— B B C <br /> � 2 C-72-U-1—d) <br /> qu = 4644 psf or 4644 psf Pu =q.R' = 74298# <br /> Two-way shear. 0= 0.75 <br /> [22.6.5-2(a)] v,= 42If T,= 200 psi <br /> [22.6.5.2(b)] v, = (2+1 A f c' 300 psi 1-0 <br /> .6) 40 0 <br /> [22.6.5.2(c)] v, = (2+a AfT,= 400 psi bo = 2(Cl+d)+2(C2+d)55 <br /> YU:5 OVC 4Vc=Ovcbod= 68.06 k <br /> V. =qu[B2—(CI+d)(C2+d)] - q.= ov, <br /> [B2—(CI+d)(C2+d)] <br /> qu = 4634 psf p <br /> Moment' 0= 0.90 U=qB2 74147# <br /> M, =Afy(d—a/2) = 26.8 k-ft <br /> a=A,f,1(0.85f,B)= 0.39 in <br /> M,, :5 om,, OM,= 24.2 k-ft <br /> M.0 quB qu 20M, 20M,, <br /> 2 MU qu ( <br /> C2)/2)2 2 B (,a(B—Q)12)2 <br /> qu = 3853 psf or 3853 psf P.= q,,B 2 61640# <br /> Development of Reinforcement.- <br /> Id= 0 fy <br /> (Z3 fc 041,10. <br /> ch+Kt, db = 12 in ...18 in available OK <br /> db )) <br /> Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3600 psf 4000 psf <br /> Max Load(lbs), Soil 23360 31360 39360 47360 55360 63360 <br /> Max Load(lbs),One-Way Shear 46436 46436 46436 46436 46436 46436 <br /> Max Load(lbs),Two-Way Shear 46342 46342 46342 46342 46342 46342 <br /> Max Load(lbs), Moment 38525 38525 38525 38525 38525 38525 <br /> Max Load(ASD) 23360 31360 38526 38526 38526 38626 <br /> Max Load(Factored) 37376 50176 61640 61640 616" 61640 <br /> Date.3/19/201 <br /> Page: M2.7 <br /> ............. ...... <br />