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A&P Holdings 1493 plan <br />Structural Calculations <br />KEV IENV <br />-TRUCTURAL <br />N:GI N:E 8 17d G.-: ....... <br />Resultant Eccentricity. <br />ChecSk� <br />MTC Sol or <br />1.9 <br />Distance from toe to location of <br />R,. <br />vertical resultant (ft) <br />0.6 <br />Eccentricity from center of base (ft) <br />II 2 <br />Kern = <br />if '— >e .-"Middle Third" <br />6— <br />�i <br />'I <br />"Middle Third" <br />else <br />I� <br />"Unstable' <br />Check Bearing: <br />Qom,;,,:= B' • 1-6• B} O,„j„=289 <br />Min bearing pressure of heel (psf) <br />1 <br />Q„,ax== R` • (1 +6. L O=1949 <br />Max bearing pressure at toe (psf) <br />J <br />Check Sliding <br />p:=0.4 <br />Coefficient of friction <br />Rj,=1762 <br />Horizontal reaction on wall (Ibs) <br />Rf:= •R,.=2312.3 <br />Resistance due to friction (Ibs) <br />Rp=O <br />Resistance due to passive <br />pressure at toe (Ibs) <br />R-+R <br />FS,.f:= t = 1.313 <br />Factor of safety <br />Rj, <br />Interior concrete slab will brace the wall <br />against sliding. - OK <br />Concrete reinforcing <br />d = 5.5 <br />Distance to reinforcing (in) <br />1.6.1L1. <br />.4, 0.43 <br />Area of steel required for <br />4.1000•d <br />bending stresses (inA2/ft) <br />Use #5 @ 8" o.c. vertical bars (0.45 inA2/ft) <br />#4 @ 16" horz bars (0.15 in@/€t) <br />Use #5 @ 12" o.c. transverse bars in 12" slab, top & bot <br />?y: J. Conner, PE. SE <br />Page 3 <br />