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PAGE: ETTZ-PROJECT : CAT*[114* :PT'f!· 'f'-trc'fr,-7..... 1 2.11.....7 - 9 <br />CLIENT : tip-- --, 11; 1 / 1 -1 -, , i'r - - 'Il,4. - 1 DESIGN BY : 11·. <br />JOB NO.: 212-013; 2. .1 DATE: {10/16/2009--6 h . REVIEW BY : 1 -- - ·t:. <br />j*46*-P*sttv,GILSfid, *FKing:SiUd;Pe#16*il**edon -NQ*20051'1* ·t'.1 ·ra 14.-01 - ·«7, i ·· 9- 7- <br />7777. <br />INPUT DATA DESIGN SUMMARY <br />HEIGHT <br />Effective Length (NDS 3.7) <br />H =ET*23ft <br />Le x-x= -11_ ft, (strong axis bending)Le y-y = --1j-Jit, (weak axis bending) <br />USE: 1 - 6" x 6" DOUGLAS FIR-LARCH No. i <br />1. CHECK VERTICAL LOADS : fc < Fc' ? <br />347 psi <538 psi [Satisfactory] <br />AXIAL LOAD ·PDL = 1 6500 --;Ilbs <br />pu = L. 1092,3 lbs 2. CHECK BENDING LOADS : fb < Fb' ? <br />Total P = 10,500 lbs 183 psi <1413 psi [Satisfactory] <br />LATERAL·LOAD w =REME.Plf ..1 f3. CHECK INTERACTION : (4 + 1 14 <br />F = R7776'371 lbs, at FEFOFFTI ft, from bottom UN) 1- fJFE.) FL 51 <br />Max Sectjon M = 423 ft-lbs, at 6.50 ft from bottom 0.728 < ·1 [Satisfactory] <br />Max Section V = 130 s. at top end <br />SPECIES (1.- DFL, 2 - SP, 3 - LSL, 4 DOUGLAS FIR-LARCH 4. CHECK SHEAR LOADS : fv < Fv' ? <br />GRADE (1,2,3,4,5, or 6 )No. 1 6 psi· <272 psi [Satisfactory] <br />·· ''i. i:f:21 pcs, b =h= <br />SECTION EN, _5. MAXIMUM HORIZONTAL DEFLECTION <br />6=0.11 in,·at 6.50 ft from bottom <br />( H / 1481 ) <br />WET / DRY ? (1 = DRY, 2 6 WET) 62Mllkl DRY <br />ANALYSIS <br />COLUMN. BASIC DESIGN STRESSES:'=N>i- c.®pottib.4 <br />COMPRESSIVE STRESS Fc = 1000 psi 9 46.0,4 1 U <br />MODULUS OF ELASTICITY E = 1600 ksi <br />BENDING STRESS (X-Axis)Fbx =1200 psi <br />SHEAR STRESS (X-Axis) <br />COLUMN PROPERTIES: <br />STANDARD DRESSED SIZE <br />AREA <br />SECTION PROPERTIES Abt. x-x <br />LENGTH-DEPTH RATIO 'Le x-x / dy = <br />Le y-y / dx = <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 />Fbx' Fc' Fv' E' <br />Co 1.60 1.60 1.60 <br />CM 1.00 1.00 1.00 1.00 <br />Ct 1.00 1.00 1.00 1.00 <br />Ci 1.00 1.00 1.00 1.00 <br />CE 0.74 1.00 1.00 <br />Cfu <br />Cp 0.336 <br />Cr :.90.1<: <br />Q 0.99 <br />W <br />l <br />F <br />t ttltit <br />MODULUS OF ELASTICITY'E'min = 580 ksi <br />COLUMN PARAMETER c = 0.80 <br />BEAM PARAMETER Rs = 7.017 < 50 <br />BUCKLING VALUES <br />FCE = 593 psi FbE= 14137 psi <br />Fc* = 1600 psi Fb = 1420.8 psi <br />ADJUSTED PROPERTIES: <br />MODULUS OF,ELASTICITY E' = <br />BENDING STRESS (X-Axis)Fbx' <br />1600 ksi AXIAL STRESS F <br />1413. psi SHEAR STRESS F <br />C <br />V <br />538. psi <br />272 psi <br />ACTUAL STRESSES: <br />AXIAL STRESS fc = 347.1 psi SHEAR STRESS fv = 6 psi <br />BENDING STRESSES fbx =182.8 psi <br />D <br />1.2.1911: <br />4. 170 psi <br />dy = 5.50 in <br />dx =5.50 in <br />A = 30.25 in 2 <br />Sx = 27.73 In 3 <br />Ix = ·76.26 in 4 <br />28.4 <br />28.4