REVIEWED BLD-BLD2021-1028+Beam Calculations 7.24.2021_12.49.23_PM+2319712BLD2021-1028
BEAM CALCULATIONS
ADDRESS: 9000 196th St, SW, Edmonds
LRFD
LRFD
LRFD
BEAM CALLOUT A
BEAM CALLOUT B
JOIST CALLOUT C
5.5x7.5" GLB
5.5x7.5 GLB
2x6 #2 HF, DF
Span
12 ft
Span
16 ft Span
8 ft
Snow, Live, Dead Tributary Length
8 ft
Snow, Live, Dead Tributary L
2 ft
Self Weight
8.59375 pit
Sell Weight
1.71875 pit
Dead Load
10 psi
Dead Load
10 psi
Snow Load
25 psi
Snow Load
25 psi
Rain -on -Snow
0 psi
Rain -on -Snow
0 psi
Live Load
0 psi
Live Load
0 psi
Live load per It
0 pit
Live load per it
0 pit
Dead load per it
88.59375 pit
Dead load per ft
21.71875 pit
Snow load per tt
200 pit
Snow load per it
50 pit
Relevant Load Combinations
Shear or force on columns
Relevant Load Combinations Shear or force on columns
1A4 D)
124 plf
1.4 (D)
30 plf
1.2 (D)+1.6(L)+0.5(S)
206 p8
1.2(D)+1.6(L)+0.5 IS))
51 p1f
1.2(D)+1.6 (S)+0.8 (W)
426 p6
1.2 (D)+1.6 (S)+0.8(W)
106 p1f
1.2 (D)+1.6 (W)+L+0.5(S)
206p8
1.2(D)+1.ft7:L+0.5(S
51 p1f
1.2(D)+1.0 (E)+L+0.2 (S)
146 pit
1.2 (D)+1.0 (E)+L+0.2 (S
36 p1f
0.9 (D)+1.6 (W)
80 p8
0.9(D)+1.6(W)
20 p1f
0.9(D)-1.6(W)
80 pit
0.9(D)-1.6(W)
20 p1f
0.9 (D)+1.0(E)
80 pf
0.9 (D)+1.0(E)
20 p1f
0.9(D)-1.0A
80 pM
0.9 (D) - 1.0 (E)
20 p1f
Max of Live, Snow (DEFLECTION ONLY)
320 p8
Max of Live, Snow (DEFLEC'
80 plf
Largest Load
426 pit
Largest Load
106 pit
M.-
7,674 ft-Ili
Mmax
10,232 ft-Ili Mmax
849 ft-Ili
E
200000Op I
E
2,000,000 psi E
1,100,000 psi
EI-nrDC.n.,ivv,.-enio�a�y.,o, smuun�een...i
2:890:000 psi
Ehero C.I.-n.-i-1lo1.11.1.
2,890,000 psi EILerDCo.ahlon.lo,mlbcmn ony, m,
1,589,500 psi
1
193 ii
1
193 ii 1
21 ii
d
7.50 in
d
7.50 in d
5.50 in
B
5.50 in
B
5.50 in B
1.50 in
Delta max D
0.355936 in
Delta max D
0.000000 in Delta max D
0.295696 in
Deflection Limit D L/180
0.800000 in
Deflection Limit D L/180
1.066667 in Deflection Limit D U180
0.533333 in
Delta max L
0.267174 in
Delta max L
0.674961 in Delta max L
0.223035 in
Deflection Limit L L/240
0 .600000in
Deflection Limit L L/240
0.800000 in Deflection Limit L U240
0.400000 in
V
2,5581bs
V
1,279 Ibs V
42416s
S
51.5625 ini
S
51.5625 ini S
7.5625 ini
Fb (includes C factors)
2,400 psi
Fb (includes C factors)
2,400 psi Fb (includes C factors)
1,271 psi
Fb (LRFD Conversion) (time efect factor)
4,145 psi
Fb (LRFD Conversion) (time
4,145 psi Fb (LRFD Conversion) (time
2,195 psi
Moment Capacity
17811.75 ft-Ibs
Moment Capacity
17811.75 ft-Ibs Moment Capacity
1383.20608 ft-Ibs
FS Bending+ reistance factor
2.3
FS Bending +reistance fai
1.7 FS Bending +reistance fac
1.6
allowable shear parallel to grain
250 psi
allowable shear parallel to gi
250 psi allowable shear parallel to gr
150 psi
Vallowabe, (LRFD conversion) (no Cd)
324 psi
Valbwable (LRFD conversie
324 psi Vallowable (LRFD conversioi
194.4 psi
Transverse Shear
93 psi
Transverse Shear
47 psi Transverse Shear
77 psi
FS shear.relstance factor
3.5
FS shear +reistance facto
7.0 FS shear+ reL4tanee factor
2.5
POSTS
Largest Load
3,83716s
COLUMN LENGTH
8 ft
Compressive Strength
500 psi
Compressive Capacity
15125 psi
L (column length in inches)
96.0 in
C71AC[
Emin
580,000 psi
C
5Q
Adjusted E
1
493,000 psi
76.3 ii
Fail'
VQ'q�,O Or,W
OZ
d
5.5 in
%! _
b
5.5 in
K
1.0 dimentionaless
Critical Burling Load
29,058.416s
'� 50570 p
p i
h
0.5
CI
Critical Burling Capacity with FS
14,529.2 Its
3g10 A E�
Buckling FS
3.8
FS Compression
3.9
COMBINED FS
3.8
FOOTINGS
Phi
0.5
L
2
W
2 in
Allowable Bearing
1500 psf
Foundation Bearing Factor
1
FS
1.2
RECEIVED
Aug 04 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
..........................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT