STRUCTURAL CALCS- APPROVED FLATPSM
CONSULTING ENGINEERS
Structural Calculations for
Moore Residence
Remodel / Addition
6805 157th Place SW
Edmonds WA 98026
January 2, 2020
PSM #19187
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SEATTLE WASHINGTON 98121 USA
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Design Criteria
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MARK
SIZE
REINFORCING
F 2
2'- 0"x 2'- 0"x 0'- 8"
Un-Reinforced
F 3
3'- 0"x 3'- 0"x 0'- 8"
3# 4x 2'- 6" Ea Way
F 4
4'- 0"x 4'- 0"x 0'- 10"
5# 4x 3'- 6" Ea Way
F 5
5'- 0"x 5'- 0"x 1'- 0"
5# 5x 4'- 6" Ea. Way
F 6
6'- 0"x 6'- 0"x V- 2"
6# 5x 5'- 6" Ea. Way
F 7
7'- 0"x T- 0"x 1'- 4"
8# 5x 6'- 6" Ea. Way
F 8
8'- 0"x 8'- D"x 1'- 6"
89 6x 7'- 6" Ea. Way
F 9
9'- 0"x 9'- 0"x 1'- B"
9# 6x 8'- 6" Ea. Way
F 10
10'- 0"x 10'- 0"x 1'- 10"
8# 7x 9'- 6" Ea. Way
I'll
11'- 0"x 11'- 0"x 2'- 0"
10# 7x 10'- 6" Ea Way
F 12
12% 0"x 12'- 0"x 2'- 2"
9# Bx 11'- 6" Ea. Way
F 13
13'- 0"x 13'- 0"x 2'- 4"
10# 8x 12'- 6" Ea Way
F 14
14'- 0"x 14'- 0"x 2'- 6"
12# 8x 13'- 6" Ea Way
F 15
15'- 0"x 15'- 0"x 2'- 6"
13# Bx 14'- 6" Ea, Way
F 16
16'- 0"x 16'- 0"x 2'- 8"
14# Bx 15'- 6" Ea. Way
F 17
17'- 0"x 17'- 0"x 2'- 10"
16# 8x 16'- 6" Ea. Way
F 18
18'- 0"x 1 B'- 0"x 3'- 0"
18# 8x 17'- 6" Ea. Way
F 19
19'- 0"x 19'- 0"x 3'- 2"
20# 8x 18'- 6" Ea. Way
F 20
20'- 0"x 20'- 0"x 3'- 4"
229 8x 19'- 6" Ea. Way
Soil pressure = 1.5 ksf
Compressive strength of conc., fc = 2.5 ksi
Yield strength of steel, fy = 60 ksi
Minimum
footing thickness = 8 in
Minimum
column width = 6 in
Soil cover
= 1 ft
CAPACITY
5 kips
12 kips
22 kips
33 kips
47 kips
63 kips
81 kips
101 kips
122 kips
145 kips
169 kips
194 kips
220 kips
253 kips
281 kips
310 kips
340 kips
370 kips
400 kips
FTG WT.
0.4 k
0.9 k
2 0 k
3.8 k
6.3 k
9.8 k
14.4 k
20.3 k
27,5 k
36.3 k
46,8 k
59.2 k
73.5 k
84.4 k
102.4 k
122.8 k
145.8 k
171,5 k
200, 0 k
SOIL WT,
1.6 k
2.5 k
3.6 k
4.9 k
6.4 k
8A k
10.0 k
12.1 k
14.4 k
169k
19.6 k
22.5 k
25.6 k
28.9 k
314 k
36,1 k
40.0 k
44.1 k
48.4 k
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UPLIFT CAP
2.0 k
3.4 k
5.6 k
8 7 k
127k
179k
24.4 k
92.4 k
41.9 k
53.2 k
66.4 k
81.7 k
99.1 It
113.3 k
134.8 k
158.9 k
185.8 k
215.6 k
248.4 k
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Shearwall
Calculations - WInd
-Upper Story
Wall
Dimensions
Mark
L-ft
H-ft
11
11
8.5
21
4.16
8.5
22
4.67
8.5
31
7.16
8.5
32
8.83
8.5
1
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-Lower Story
Wall Dimensions
Mark
L -ft
H-ft
11
3
9.5
21
4.16
95
22
4.67
9.5
31
7.16
9.5
32
5.83
9.5
41
3
9.5
H/L Ratio
SW Cap.
Unit
Shear /
Coeff.
shear - plf Coeff. -plf
0.8
1.00
275
275
2.0
0.98
342
349
1.8
1.00
342
342
1.2
1 00
146
146
1.0
1.00
146
146
0.0
1.00
0
0
H/L Ratio
SW Cap.
Unit
Shear 1
Coeff.
shear - plf Coeff. -plf
3.2
0.63
1420
2248
2.3
0.88
474
541
2.0
0.98
474
482
1.3
100
262
262
1.6
1.00
262
262
3.2
0.63
825
1306
OTM DL on wall Uplift
k-ft wall (k) (k)
25.7
1.4
2.0
12.1
0.5
3.1
136
1.0
2.9
8.9
1.5
0.8
11.0
1.8
0.7
0.0
0.1
-
OTM DL on wall Uplift
k-It wall (k) (k)
87.1
1.8
14.1
30.8
1.1
8.1
34.6
1.5
7.8
26.7
3.0
3.0
29.6
3.1
4.5
23.5
0.5
9.2
Comp at Holdown Shearwall
ends - k
Type
3A
MST48
W6
3.2
MST48
W6
3.4
MST48
W6
2.0
MST48
W6
2.1
MST48
W6
0.1
Comp at
Holdown
Shearwall
ends- k
Type
15.0
HDU14
2W2
7.9
HDU11
W4
8.2
HDU11
W4
5.2
HDU4
W6
6.6
HDU4
W6
8.1
HDU11
W3
Wind Shearwall Capacities
W6 112" plywood (1-side) 10d com at 6" oc at panel edges Doug -Fir Capacity = 434 plf
W4 1/2" plywood (1-side) 10d com at 4" oc at panel edges Doug -Fir Capacity = 644 plf
W3 1/2" plywood (1-side) 10d com at 3" oc at panel edges Doug -Fir Capacity = 840 plf
2W2 1/2" plywood (2-sides) 1.0d com at 2" oc at panel edges Doug -Fir Capacity = 2156 plf