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CITY OF SANTA ANA <br />Planning and Building Agency <br />INPUT DATA & DESIGN SUMMARY <br />MEMBER SIZE <br />MEMBER SPAN <br />UNIFORMLY DISTRIBUTED DEAD LOAD <br />UNIFORMLY DISTRIBUTED LIVE LOAD <br />CONCENTRATED DEAD LOADS <br />(0 for no concentrated load) <br />DEFLECTION LIMIT OF LIVE LOAD <br />DEFLECTION LIMIT OF LONG-TERM <br />L, <br />4 x 6 <br />No 1, Douglas Fir -Larch <br />L= <br />5 <br />ft <br />Po+ <br />wD = <br />60 <br />Ibs / ft <br />wL = <br />100 <br />Ibs / ft <br />WL <br />FTT <br />PD, = <br />0 <br />Ibs <br />"° <br />L, = <br />0 <br />ft <br />PD2 = <br />0 <br />Ibs <br />L2 = <br />0 <br />ft <br />-IL = L / 240 Camber => 0.02 Inch <br />JKcrD+L=L/ 180 <br />Does member have continuous lateral support by top diaphragm ? <br />(1= yes, 0= no) <br />1 Yes <br />Code <br />Duration Factor, C Condition <br />1 <br />0.90 <br />Dead Load <br />2 <br />1.00 <br />Occupancy Live Load <br />3 <br />1.15 <br />Snow Load <br />4 <br />1.25 <br />Construction Load <br />5 <br />1.60 <br />Wind/Earthquake Load <br />6 <br />2.00 <br />Impact Load <br />Choice <br />=> <br />4 Construction Load <br />ANALYSIS <br />DETERMINE REACTIONS, MOMENT, SHEAR <br />`Nseuwr = <br />4 <br />Ibs / ft RLeft = 0.41 kips <br />VMax = <br />0.34 <br />kips, at 5.5 inch from left end <br />DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES <br />b = <br />3.50 <br />in E'min = N/A <br />d = <br />5.50 <br />in FbE = N/A <br />A = <br />19.3 <br />in 1 = 49 in" <br />Sx = <br />17.6 <br />in Ra = NIA <br />IE = <br />N/A <br />Co CM C, <br />C, CL CIF <br />1.25 1.00 1.00 <br />1.00 1.00 1.30 <br />CHECK BENDING AND SHEAR CAPACITIES <br />fb = MMax / Sx = 349 <br />psi < Fb = <br />f,' = 1.5 VMex / A = <br />26 psi < <br />CHECK DEFLECTIONS <br />d it., Max) = 0.02 <br />in, at 2.500 ft from left end, <br />A(Kcr D+L, Max) = 0,03 <br />in, at 2.500 ft from left end <br />Where Kcr = 1.50 <br />, (NDS 3.5.2) <br />DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) <br />1050 Max) = 0.02 <br />in, at 2.500 ft from left end <br />VW (�; (�� <br />Approv�d <br />PJERMIT IS UANCE <br />THE BEAM DESIGN IS ADEQUATE. <br />Code <br />Designation <br />1 <br />Select Structural, Douglas Fir -Larch <br />2 <br />No 1, Douglas Fir -Larch <br />3 <br />No. 2, Douglas Fir -Larch <br />4 <br />Select Structural, Southern Pine <br />5 <br />No. 1, Southern Pine <br />6 <br />No. 2, Southern Pine <br />Choice <br />=> 2 <br />RR,ght = 0.41 kips <br />MMax = 0.51 ft-kips. at 2.50 ft from left end <br />E = Ex = <br />1700 <br />ksi <br />Fb = <br />1,000 <br />psi <br />F = <br />180 <br />psi <br />E' = <br />1,700 <br />ksi <br />Cv C, C, <br />1.00 1.00 1.00 <br />1625 psi <br />F, [SaUsfactory] <br />Fb = N/A <br />F = FbE / Fb' = N/A <br />Fe = 1,625 psi <br />F ' = 225 psi <br />[Satisfactory] <br />-AL = L / 240 [Satisfactory] <br />AKcrD+L = L / 180 [Satisfactory] <br />