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19011 Wood-Sno Road NE,Suite 100 <br /> Woodinville,WA 98072-4436 <br /> Phone:425-814 8448 <br /> C, Fax:425-821-2120 <br /> Project: Typical Fooling <br /> Footing: 42"x 42"x 12"thick <br /> Footing 8 = 3.50 ft <br /> t = 12 in <br /> Reinforcement R = (4) F#j <br /> I <br /> A = 0.80 in' <br /> d = 8.25 in Cover: 3 in <br /> Column C, = 6.60 in C2 = 6.50 in <br /> Materials fc = 2500 psi NotWlw­eight A = 1.00 <br /> fy = 410000 psi Uncoated 1.00 <br /> Net Footing Weight <br /> Soil <br /> = 0.49 koil Pressure: <br /> PAsD =qnRI—PFro <br /> One-way shear: 0= 0.75 <br /> V, = 2 A Ffl B d = 34.66 k <br /> Vz, :5 OVO OV, = 25,99 k <br /> V1, =qIII? B—C2 2 —d q, OVA V, 7,11(B C' d q, 0 K <br /> R C <br /> B d) (�—_ZI —d) <br /> qu = 5606 psf or 5606 psf PU = q.B2 68677 <br /> Two-way shear., 0= 0.75 <br /> [22.6.5.2(a)] vc = 4AFfc' = 200 psi a <br /> [22.6.5,2(b)) v, = 2+.1)A 300 psi 1.00 <br /> ft 40 <br /> [22.6.5.2(c)) v, = 2 +'")AFfC, = 400 psi bo 2(Cl+d)4-2(C2+d) <br /> La65 <br /> VV < 0 VC OV, = (fivcbod = 68.06 k <br /> V q.[B2 —(CI 0 V, <br /> +d)(C2 +d)] - q. [B2—(CI +d)(C2 +d)] <br /> q, = 6223 psf PI, = qui32 = 76233# <br /> Moment: 0= 0.90 <br /> Mn =A,fy(d—a/,) . 21.5 k-ft <br /> a=A,fY/(0,85f"B)= 0,36 in <br /> MU < 0M. 0M, = 19.4 k-ft <br /> M. =t-L('a 2 qt, 20M, 2 MIJ qu 20M, <br /> H((B—C2)12) 2 B((B—Cl)/2}" <br /> q, = 4785 psf or 4785 psf PI, = quB2 586221/ <br /> Development of Reinforcement: <br /> =(3 fy 40A 12 in ...15 in available OK <br /> Ff'(5+ tr di, <br /> , k di, ) <br /> Soil Bearing Pressure 1500 psf 2000 psf 2600 psf 3000 psf 3600 psf 4000 psf <br /> Max Load(lbs), Soil 17885 24010 301 36 36260 42386 48510 <br /> Max Load(lbs), One-Way Shear 42923 42923 42923 42923 42923 42923 <br /> Max Load(lbs),Two-Way Shear 47646 47646 47646 47646 47646 47646 <br /> Max Load(lbs), Moment 36639 36639 36639 36639 36639 36639 <br /> Max Load(ASD) 17886 24010 30136 36260 36639 36639 <br /> Max Load(Factored) 28616 38416 48216 68016 60622 68622 <br /> Date: 3112L2018 <br /> Page: M2.6 <br />