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.gine'.Fing-G*Op,18/4 <br />44*,···9 E:•i,•taiR,d ·. <br />PROJECT : -CATALINAT,TIi>'-.:.1.+t':trr j' -INE1 PAGE : 57 -7Tr--,773 <br />JOB NO. : 2121013 !4 DATE : [10/16/2009 « : REVIEW BY : 5 <br />Wd68:Pdat,#Will Si*1:*r'Ki*ii#fS®*064#BjfS*'hed:bn,NDS*005':t:¥,M·, - 15·':i:t-5 94.: 1 ·.- - .: ''- <br />INPUT DATA DESIGN SUMMARY <br />HEIGHT <br />Effective Length (NDS.3.7) <br />1---il"Al <br />H =L-lE-3 ft <br />15 ' ft, (strong axis bending) <br />*'.115 ··ft, (weak axis bending) <br />X-X I <br />POL=i <br />Le <br />USE: 1 - 6" x 8" DOUGLAS FIR-LARCH No._1 <br />1. CHECK VERTICAL LOADS : fc < Fc' ? <br />255 psi <416 psi [Satisfactory] <br />AXIAL LOAD .6500·,1 lbs <br />Total P= <br />49:4000.91 lbs 2. CHECK BENDING LOADS : fo < Fb' ? <br />10,500 lbs 459 psi <1894 psi [Satisfactory] <br />LATERAL LOAD <br />F= <br />w = £*-16121 pIf , <br />3. CHECK INTERACTION :f.££1+( 1 11 <br />J938<If -1 lbs, at ENE@23 ft, from bottom C Fc) U- f c/F ce.) F.. <br />Sl ? <br />Max Section M = 1973 ft-lbs, at 7.50 ft from bottom 0.941 < 1 [Satisfactory] <br />Max Section V = . 323 s, at top end <br />SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 <br />t GRADE ( 1,2, 3, 4, 5, or 6 ) <br />.. A <br />=PSIO ',·1 <br />Lzjtut <br />DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ? <br />No. 1 12 psi <272 psi [Satisfactory] <br />SECTION [£21102/ pcs, b= .5. MAXIMUM HORIZONTAL DEFLECTION <br />6.0.22 in, at 7.50 ft from bottom <br />WET /DRY ? (1 =DRY, 2 =WET) <br />K- in <br />L...1 in <br />E= <br />Fbx = <br />FV = <br />dy = <br />dx = <br />A= <br />SX = <br />IX = <br />Idy= <br />2 dx= <br />1. <br />1. <br />1. <br />1. <br />0 <br />E' = <br />fbx - <br />( H / 824 ) <br />RY <br />1000 osi <br />ANALYSIS <br />COLUMN BASIC DESIGN STRESSES: <br />COMPRESSIVE STRESS <br />GEa* <br />MODULUS OF ELASTICITY 1600 ksi . <br />BENDING STRESS (X-Axis) I 1200 psi = <br />SHEAR STRESS (X-Axis)170 psi W <br />. I. <br />COLUMN PROPERTIES: <br />STANDARD DRESSED SIZE 7.50 in <br />5.50 in <br />AREA 41.25 in <br />SECTION PROPERTIES Abt. x-x 51.56 in <br />193.36 in <br />2 - <br />3 <br />4 <br />LENGTH-DEPTH RATIO -Le x-x j 24.0 <br />Le y-y j 32.7 <br />ADJUSTMENT FACTORS: <br />DURATION (NDS 2.3.2) <br />MOISTURE FACTOR <br />TEMPERATURE FACTOR <br />INCISING FACTOR <br />SIZE FACTOR <br />FLAT USE FACTOR <br />COLUMN STABILITY <br />REPETITIVE (1.15 or 1.0) <br />BEAM STABILITY <br />Pbx'.. Fc', E' <br />Co : 1.60 „ ,- 1.60 60 <br />CM 1.00 1.00 00 1.00 <br />4 1.00 1.00 00 1.00 <br />Ci 1.00 1.00 00 1.00 <br />CF 1,00 1.00 1.00 <br />Cfu <br />Cp 0.261 <br />Cr 1.00 <br />CL 0.99 <br />MODULUS OF ELASTICITY E'min = 580 ksi <br />COLUMN PARAMETER c = 0.80 <br />BEAM·PARAMETER RB = 8.850 < 50 <br />BUCKLING VALUES <br />FCE = 445 psi FbE = 8886 psi <br />Fc' = 1600 psi Fb = 1920 psi <br />ADJUSTED PROPERTIES: <br />MODULUS OF ELASTICITY 1600 ksi AXIAL STRESS F <br />BENDING STRESS (X-Axis) F 1894 psi SHEAR STRESS F <br />C <br />V <br />416 psi <br />272 psi <br />ACTUAL STRESSES: <br />AXIAL STRESS -254.5 psi SHEAR STRESS fv = 12 psi <br />BENDING STRESSES 459.1 psi