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Albert H Cohen Design Company <br /> 330 Dayton St. Suite 6 Edmonds WA 98020 <br /> BeamChek v2022 licensed to:Al Cohen Design Company Reg#9229-69387 <br /> REILLY RESIDENCE DINING ROOM BEAM <br /> BEAM B Prepared by:AHC Date:6/24/22 <br /> Selection 3-1/2x 12 1.8E RB Rosboro X-Beam GLB Lu=0.0 Ft <br /> Conditions NDS 2018 <br /> Min Bearing Area R1=5.0 in2 R2=6.0 in2 (1.5)DL Defl= 0.11 in <br /> Data Beam Span 10.75 ft Reaction 1 LL 2334# Reaction 2 LL 2750# <br /> Beam Wt per ft 10.21 # Reaction 1 TL 3247# Reaction 2 TL 3870# <br /> Bm Wt Included 110# Maximum V 3870# <br /> Max Moment 11221 '# Max V(Reduced) 3400# <br /> TL Max Defl L/240 TL Actual Defl L/456 <br /> LL Max Dell L/360 LL Actual Defl L/737 <br /> Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl <br /> Actual 84.00 42.00 0.28 0.18 <br /> Critical 56.10 19.24 0.54 0.36 <br /> Status OK OK OK OK <br /> Ratio 67% 46% 53% 49% <br /> Fb(psi) Fv(psi) E(psi x mil) Fc 1(psi) <br /> Values Reference Values 2400 265 1.8 650 <br /> Adjusted Values 2400 265 1.8 650 <br /> Adjustments Cv Volume 1.000 <br /> Cd Duration 1.00 1.00 <br /> Cr Repetitive 1.00 <br /> Ch Shear Stress N/A <br /> Cm Wet Use 1.00 1.00 1.00 1.00 <br /> CI Stability 1.0000 Rb=0.00 Le=0.00 Ft <br /> Loads Uniform LL:345 Uniform TL:460 =A <br /> Point LL Point TL Distance <br /> 1375 B=2062 7.0 <br /> Uniform Load A <br /> Pt loads: <br /> R 870 <br /> R1 =322 47 <br /> SPAN=10.75 FT <br /> Uniform and partial uniform loads are lbs per lineal ft. <br /> Notes B=Possible roof ridge load <br /> A=floor of bedroom above <br /> 3 � 22 <br />