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Headers_and_Beams <br /> DECK CALCULATIONS <br /> ADDRESS:3328 Oakes Ave,Everett <br /> LRFD LRFD <br /> JOIST CALLOUT A JOIST CALLOUT A <br /> 2x6#2 HF, DF 4x6#2 HF, DF <br /> Span 4.78 ft Span 4 ft <br /> Snow,Live,Dead Tributary Length 1.33 ft Snow,Live,Dead Tributary LE 2.39 ft <br /> Self Weight 1.71875 plf Self Weight 4.010416667 plf <br /> Dead Load 10 psf Dead Load 10 psf <br /> Snow Load 0 psf Snow Load 0 psf <br /> Rain-on-snow 0 psf 0 psf <br /> Live Load 40 psf Live Load 40 psf <br /> Live load per ft 53.2 plf Live load per ft 95.6 plf <br /> Dead load per ft 15.01875 plf Dead load per ft 27.91041667 plf <br /> Snow load per ft 0 plf Snow load per ft 0 plf <br /> Relevant Load Combinations Shear or force on colt Relevant Load Combinations Shear or force on columns <br /> 1.4(D) 21 plf 1.4(D) 39 plf <br /> ' 1.2(D)+1.6(L)+0.5(S) 103 plf 1.2(D)+1.6(L)+0.5(S) 186 plf <br /> 1.2(D)+1.6(S)+0.8(W) 18 plf 1.2(D)+1.6(S)+0.8(W) 33 plf <br /> 1.2(D)+1.6(W)+L+0.5(S) 71 plf 1.2(D)+1.6(W)+L+0.5(S) 129 plf <br /> 1.2(D)+1.0(E)+L+0.2(S) 71 plf 1.2(D)+1.0(E)+L+0.2(S) 129 plf <br /> 0.9(D)+1.6(W) 14 plf 0.9(D)+1.6(W) 25 plf <br /> 0.9(D)-1.6(W) 14 plf 0.9(D)-1.6(W) 25 plf <br /> 0.9(D)+1.0(E) 14 plf 0.9(D)+1.0(E) 25 plf <br /> 0.9(D)-1.0(E) 14 plf 0.9(D)-1.0(E) 25 plf <br /> Max of Live,Snow(DEFLECTION ONLY) 85 plf Max of Live,Snow(DEFLECT 153 plf CHAEj <br /> Largest Load 103 plf Largest Load 186 plf 14 l� C <br /> Mmax 295 ft-lbs Mmax 373 ft-lbs G" 4, tit 0as <br /> E 1,100,000 psi E 1,100,000 psif. 11. 2 <br /> ect E(LRFD Concession.for deflection only.fa stabilitycaclula6ms use E) 1,589,500 psi E(LRFD Conversion,for defectien only,(a s4 1,589,500 psi rs.. <br /> I 21 in^ I 49 in^ � <br /> 4 4 r <br /> d 5.50 in d 5.50 in <br /> , <br /> B • 50570 . <br /> 1.50 in B 3.50 in erg GI <br /> Delta max D 0.036650 in Delta max D 0.013924 in <br /> Deflection Limit D L/180 0.318667 in Deflection Limit D U180 0.266667 in �SIU A <br /> Delta max L 0.030246 in Delta max L 0.011423 in <br /> Deflection Limit L L/360 0.159333 in Deflection Limit L U360 0.133333 in <br /> V 247 lbs V 373 lbs <br /> S 7.5625 in53 S 17.64583333 in53 <br /> Fb(includes C factors) 850 psi Fb(includes C factors) 850 psi <br /> Fb(LRFD Conversion)(time efect factor) 1,468 psi Fb(LRFD Conversion)(time a 1,468 psi <br /> Moment Capacity 925.2214583 ft-lbs Moment Capacity 2158.850069 ft-lbs <br /> FS Bending+reistance factor 3.1 FS Bending+reistance fact 5.8 <br /> allowable shear parallel to grain 150 psi allowable shear parallel to gra 150 psi <br /> Vallowable(LRFD conversion)(no Cd) 194.4 psi <br /> Transverse Shear 45 psi Transverse Shear 29 psi <br /> FS shear+reistance factor 4.3 FS shear 5.2 <br /> POSTS <br /> Largest Load 746 lbs <br /> COLUMN LENGTH 22 ft <br /> Page 1 <br />