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BEAM CALCULATIONS
<br /> ADDRESS:626 W estmere Ave,Everett
<br /> LRFD
<br /> BEAM Al BEAM A2 BEAM B EXISTING BEAMS TRUSS REPAIR BRACKETS
<br /> 5.5'x11.875"GLB 3.5"x6"GLB 3.5"x14"GLB 4x10 HF2/DF2
<br /> Span •
<br /> 15.33 ft Span 5.5 ft Span 10 ft Span 15,5 ft Span 28 ft
<br /> Snow,Live,Dead Tributary Length 18 ft Snow,Live,Deed Tributary Len{ 16 ft Snow,Live,Dead Tdbut 7.665 ft Snow,Live,Dead Tributary 4 ft Snow,Live,Dead Tributer 2 ft
<br /> Self Weight 13.60677083 ell Sell Weight 4.375 pif Self Weight 10.20833333 pit Self Weight 6.744791887 pit Self Weight 3.28125 pif
<br /> Dead Load 15 pal Dead Load 15 psi Dead Load 15 psf Dead Load 15 psf Dead Load 15 psf
<br /> Snow Load 25 psi Snow Load 25 psf Snow Load 25 psi Snow Load 25 psf Snow Load 25 psf
<br /> Rain-on-snow 0 psi Rain-on-snow 0 psf Rain-on-snow 0 psf Raln-on-snow 0 psf Rain-on-snow 0 pal
<br /> Live Load 20 psi Live Load 20 psi Live Load 20 psf Live Load 20 psi Live Load 20 psi
<br /> Live load per ft 320 pif Live load per ft 320 pit Live load per ft 153.3 pit Live load per ft 80 pit Live load per ft 40 pif
<br /> Dead load per ft 253.6067708 pif Dead load per ft 244.375 pit Dead load per ft 125.1833333 pif Dead load per ft 66.74479167 pit Dead load per ft 33.28125 pit
<br /> Snow load per ft 400 pif Snow load per ft 400 pif Snow load per ft 191.625 pif Snow load per ft 100 pit Snow load per ft 50 pif
<br /> Factored point Load 7,790 lbs
<br /> Factored pont load dista 2.5 ft
<br /> b=L-e 7.5 ft
<br /> a+2b 17.5 ft
<br /> Relevant Load Combinations Shear or force on col Relevant Load Combinations Shear or force on col Relevant Load CombinaShear or force on col,Relevent Load CombinatlorShear or force on cola Relevant Load CombinaticShear or force on columns
<br /> 1.4(D) 355 pif 1.4(D) 342 pif 1.4(D) 175 pif 1.4(D) 93 pif 1.4(D) 47 pll
<br /> 1.2(D)+1.6(L)+0.5(S) 1,016 pif 1.2(0)+1.6(L)+0.5(S). 1,005 pif 1.2(D)+1.6(L)+0.5(t 491 pif 1.2(D)+1.6(L)+0.5(S) 258 pif 1.2(D)+1.6(L)+0.5(S) 129 pif
<br /> 1.2(D)+1.6(S)+0.8(W) 944 pit 1.2(0)+1.6(5)+0.8(W) 933 pif 1.2(D)+1.6(S)+0.8) 457 pif 1.2(D)+1.8(S)+0.8(W) 240 p11 1.2(D)+1.6(S)+0.8(W 120 pif
<br /> 1.2(D)+1.6(W)+L+0.5(S) 824 pit 1.2(0)+1.6(W)+L+0.5(S) 813 pif 1.2(D)+1.6(W)+L+C 399 pif 1.2(D)+1.6(W)+L+0.5 210 pit 1.2(D)+1.6(WI+L+0.5 105 pli
<br /> 1.2(D)+1.0(E)+L+0.2(S) 704 elf 1.2(0).1.0(E)+L+0.2(S) 693 elf 1.2(0)+1.0(E)+L+0 342 pif 1.2(D)+1.0(E)+L+0.2 180 pif 1.2(D)+1.0(E)+L+0.2 90 pli
<br /> 0.9(0)+1.6(W) 228 pif 0.9(D)+1.6(W) 220 pit 0.9(D)+1.6(W) 113 pif 0.9(D)+1.6(W) 60 pif 0.9(D)+1.8(W) 30 pit
<br /> 0.9(D)•1.6(W) 228 pit 0.9(D)-1.6(W) 220 pif 0.9(D)-1.6(W) 113 pit 0.9(D)-1.6(W) 60 pit 0.9(0)-1.6(W) 30 pit
<br /> 0.9(D)+1.0(E) 228 pit 0.9(D)+1.0(E) 220 elf 0.9(D)+1.0(E) 113 pif 0.9(D)+1.0(E) 60 p11 0.9(D)+1.0(E) 30 pit
<br /> 0.9(D)-1.0(E) 228 pit 0.9(D)-1.0(E) 220 pif 0.9(D)-1.0(E) 113 p8 0.9(D)-1.0(E) 60 pit 0.9(0)-1.0(E) 30 pit
<br /> Max of Live,Snow(DEFLECTION ONLY) 800 pit Max of Uve,Snow(DEFLECTIO 800 ell Max of Live,Snow(OEF 383 pit Max of Uve,Snow(DEFLE 200 pit Max of Live,Snow(DEFLt 100 pif
<br /> Largest Load 1,016 pit Largest Load 1,005 pif Largest Load 491 pif Largest Load 258 pif Largest Load 129 pif •
<br /> •
<br /> Mmex 29,856 ft-ibs Mmax 3,801 ft-lbs Mmax 25,617 ft-lbs Mmax 7,751 ft-lbs d 3.50 in q ,®,
<br /> E 1,800,000 psi E 1,800,000 psi E 1,800,000 psi E 1,100,000 psi B 1.50 in t
<br /> Eluaocc.,,amwwaakw,my.w,mn,.......el 2,601,000 psi Elusow,wm.ivanwrm.q.rs.can 2,601,000 psi Eluvoca,,..+a,.c,cnoaam 2,601,000 psi Etcenc wkssoxm„oh.la 1,589,500 psi V 1,805 the
<br /> I 768104 I 63 104 I 800104 1 231 inM Spice Length 10 0
<br /> d 11.88 in d 6.00 in d 14.00 in d 9.25 in splice to bracket length m, 2 5 1-03
<br /> B 5.501n B 3.50 In B 3.50 In B 3.50 In Moment on spice 451 ft-lbs 13 o<
<br /> Delta max D 0.632648 In Delta max D 0.1263071n Delta max 0 0.060607 in Delta max D 0.913512 In `
<br /> Deflection Limit D U180 1.022000 in Deflection Limit D U180 0.366667 In Deflection Limit D U180 0.866867 In Deflection Limit D U180 1.033333 in t-.�'
<br /> Delta max L 0.497988 in Delta max L 0.100518 In Delta max L 0.048927 in Delta max L 0.7078921n End fasteners requited 13 3 C)
<br /> Deflection Limit L L/360 0.511000 In Deflection Limit L U360 0.183333 in Deflection Limit L U600 0.200000 in Deflection Limit L U360 0.516667 in Fastener shear strength 150 lbs r'-
<br /> ✓ 7,790 lbs V 2,764 lbs V1 8,689 lbs V 2,000 lbs End Group Length 4.333333333 ft ;-y,
<br /> S 129.2643229103 S 21 iO3 S 114.3333333 in^3 S 49.91145833 iO3 Fastener spacing 4 in t`7
<br /> Fb(includes C factors) 2,400 psi Fb(Includes C factors) 2,400 psi Fb(includes C factors) 2,400 psi Fb(Includes C factors) 1,044 psi (f)t''M1
<br /> irkl
<br /> Fb(LRFD Conversion)(time elect factor) 4,145 psi Fb(LRFD Conversion)(time efe 4,145 psi Fb(LRFD Conversion)( 4,145 psi Fb(LRFD Conversion)(Om 1,803 psi Total splice Lengh 10 ft CD �06
<br /> Moment Capacity 44653.06771 ft-lbs Moment Capacity 7254.24 ft-lbs Moment Capacity 39495.30667 ft-lbs Moment Capacity 7497.321192 ft-lbs Resisting moment betwee 11050 ft-lbs `i'.rill 1•-...)
<br /> FS Bending+relstance factor 1.5 FS Bending+relstance factor 1.9 FS Bending+reistanc 1.5 FS Bending+relator e f 1.0 FS(shear insuced mom 24.5 f. p..�:� "57
<br /> allowable shear parallel to grain 250 psi allowable shear parallel to grain 250 psi allowable shear parallel 250 psi allowable shear parallel to. 180 psi Moment on truss 12635.875 ft-lbs CD 1�) 6
<br /> Valiowable(LRFD conversion)(no Cd) 324 psi Vallowable(LRFD conversion)(t 324 psi Vallowable(LRFD cony, 324 psi Valloweble(LRFD conversi 233.28 psi Tension Chord Force 2707.6875 lbs , _.4
<br /> Transverse Shear 179 psi Transverse Shear 197 psi Transverse Shear 266 psi Transverse Shear 93 psi hight of truss 5 ft LT;1
<br /> FS shear+relstance factor 1.8 FS shear+relstance factor 1.6 FS shear+relstance ft 1.2 FS shear+relstance fact 2.5 FS tension fasteners 1.7 �t*'g ( �
<br /> V2 4014.5935161n^3 as
<br /> POSTS POSTS POSTS Compression chord tome 2965.403324 lbs
<br /> Largest Load 7,790 lbs Largest Load 2,764 lbs Largest Load 8,689 lbs FS tension fasteners 1.6
<br /> COLUMN LENGTH Bft COLUMN LENGTH 8ft COLUMN LENGTH 8ft
<br /> Compressive Strength 500 psi Compressive Strength 500 psi Compressive Strength 500 psi
<br /> Compressive Capacity 15125 psi Compressive Capacity 5250 psi Compressive Capacity 15750 psi +.
<br /> L(column length In 4' -'e y'* [-'4►�
<br /> L(column length in Inches) 96.0 In L(column length in inches) 96.0 in inches) 96.0 In
<br /> Ervin 580,000 psi Emin 580,000 psi Emin 580,000 psi I • S.
<br /> Adjusted E 493,000 psi Adjusted E 493,000 psi Adjusted E 493,000 psi i�,
<br /> I 75.51nM I 13.51n4 32.2 in^4
<br /> d 5.51n d 3.51n d 3.51n ''f Y
<br /> b 5.51n b 3.01n b 9.01n ', St167O.
<br /> K 1.0 dimenK 1.0 dlmentiK 1.0 dimentionaless
<br /> Critical Bucling Load 29,058.4 lbs Critical Bucling Load 4,084.6 lbs Critical Bucling Load 12,253.7 lbs . 1 M
<br /> phi 89.6 Phi 71.8 Phi 15.6 E C EE 0 Y EE
<br /> Critical Bucling Capacity with Critical Bucling
<br /> -r)
<br /> Critical Bucling Capacity with FS 24,699.8 lbs FS 3,471.9 lbs Capacity with FS 10,415.8 lbs
<br /> Buckling FS 3.2 Buckling FS 1.3 Buckling FS 1.2
<br /> FS Compression 1.9 FS Compression 1.9 FS Compression 1.8
<br /> COMBINED FS 1.9 COMBINED F9 1.3 COMBINED FS 1.2 n
<br /> BEARING ON BEAM B POSTSR JU ' ' 2022
<br /> Largest Load 4,015 lbs
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<br /> Largest Load 7,790 lbs COLUMN LENGTH 8 ft
<br /> Bearing Area 19.251n^2 Compressive Strength 500 psi
<br /> Compresive Capacity'.9 450.0 psi Compressive Capacity 7675 psi CITY O F EVERETT
<br /> FS Compression 1.1
<br /> L(column length in .
<br /> Inches) 96.0 In Permit Services
<br /> . Emin 580,000 psf
<br /> Adjusted E 493,000 psi
<br /> I 16.1 104
<br /> d 3.5 In
<br /> b 4.51n
<br /> K 1.0 dimentionaless
<br /> .Critical Bucling Load 8,126.8 lbs
<br /> phi 0.85
<br /> Critical Butting
<br /> Capacity with FS 5,207.81bs
<br /> Buckling FS 1.3
<br /> FS Compression 2.0
<br /> COMBINED FS 1.3
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