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<br />l <br /> <br />BOT AS ENGINEERING, INC. <br /> <br />Job <br /> <br />Sunny Isles Restaurant <br /> <br />Consulting Engineers <br /> <br />- <br />Sheet No. <br /> <br />of <br /> <br />Patricia M. Botas - Florida license # 41829 <br />7875 NW 12th Street, Suite 120 - Miami, Fl33126 <br /> <br />Calculated by DBC Date 5/2010 <br />Checked by PMB Date 5/2010 <br /> <br />Distance from exterior compressive fiber to <br />centroid of tensional reinforcement : <br /> <br />d := dt - 0.5dr - cov <br /> <br /> <br />Factor ~ I : <br /> <br />P I :~ [{ Ie < 4000 psi ,0.85 .[ 0.85 - 005. Ce ~~;:S1) ]]} I <br />$:= 0.9 <br />0.85 . fc (J 2 . Mu J <br />P t'= . I - l- <br />ac' fy 0.85. fc. $ . d. b <br />'_ . (0.85 . pI. fc. 87000 pSI ) <br />Pmax .- 0.75 <br />fy 87000 pSI + fy <br /> <br />= 0.77 <br /> <br />ReSistance factor <br /> <br />Reinforcement ratio : <br /> <br />Pact = 0.0009 <br /> <br />MaXimum reinforcing ratio: <br /> <br />Pmax = 0.02G8 <br /> <br />Max. reinforcement checkmg : <br /> <br />::\~'-,~~jf~'~tra~"'~:.\ '11t~: <br />MaxRelnfCheck := If( Pact < P max' "OK" , "error" )~,~i,~~~t~Q.~..7 . <br /> <br /> <br />Area of Steel needed : <br /> <br />As:= Pact' d <br /> <br />2 <br />In <br />As = 0.04- <br />ft <br /> <br />[ 3 . yfc . pSI 200 . pSI 3, yfc . pSI 200 . PSI] <br />Min. steel area: Asmm:= If > , _ I' _ I <br />fy fy fy. (d) fy. (d) <br /> <br />2 <br />In <br />ASmln = 0.19- <br />ft <br /> <br />Rebars spanclng : <br /> <br />( Abar) <br />spcs:= - <br />Asteel <br /> <br /> <br />Relnf. steel <br /> <br />required: <br /> <br />Asteel := If[ As < Asmln, ( If( As. I .33 < Asmln, As . <br /> <br />Rebar's size : <br /> <br />Main Reinf. --> #5@12" o.c. <br /> <br />4. I . I. Deflection Checking : <br /> <br />Modulus of elasticity of concrete : <br /> <br />Ec := 57000 . yfc . pSI <br /> <br />Ec = 4227 KsI <br /> <br />Modulus of elasticity of steel : <br /> <br />Es := 29000KsI <br /> <br />Modular ratio : <br /> <br />n := Es. Ec - I <br /> <br />fr := 7.5 . yfc. pSI <br /> <br />n = G.8G <br /> <br />Modulus of rupture of concrete : <br /> <br />fr = SSG pSI <br /> <br />MaXimum moment In member @ <br />stage deflection IS computed : <br /> <br />MA := (MDL + MLL)' ft <br /> <br />MA=I.7Klp.ft <br /> <br />65 <br />