structural calcsWEST
COAST
STRUCTURAL" '
ENGINEERING. INC.
Project Description:
Project Location
Project Number:
Date:
Design Criteria:
9540 Semiahmoo Parkway (425) 347-8998
#137 wcse.net
Blaine, W A 98230
STRUCTURAL CALCULATIONS
6/4/2018
Madden Addition
Edmonds, WA
Michael George Architect
1024 First St.
Snohomish, WA 98290
W 4468
June 4, 2018
Code: 2015 IBC / ASCE 7-10 Soil: Site Class "D" ( Assumed )
Wind: 110 mph Allowable Bearing: 2000 psf
Exposure: B Passive Pressure: 300 pcf
Kzt: 1.00 Active Pressure: 35 pcf (unrestrained)
Seismic Zone: Design Category D 60 pcf (restrained)
Friction: 0.35
Snow Load: 25 psf LL
Roof: 15 psf DL Seismic Spectra: By Lat/Long
Floor: 40 psf LL USGS Earthquake Hazards Program
10 psf DL
Project: W4468 Sheet No: 1 6/4/2018
WEST �
COAST
STRUCTURALl--��I�`I
ENGINEERING. INC.
9540 Semiahmoo Parkway (425) 347-8998
#137 wcse.net
Blaine, WA 98230
This is a revision to a previous project done is 2011, WCSE project No: W3373.
A new deck, wing walls and a roof over the deck and bedroom is proposed. The footprint of bedroom 2 remains.
Partial Roof Framing Plan
NTS
Project: W4468 Sheet No: 2 6/4/2018
WEST
COAST l
STRUCTURAL`" I
ENGINEERING, INC.
9540 Semiahmoo Parkway (425) 347-8998
#137 wcse.net
Blaine, W A 98230
Beam: RB1 Uniform Loads
Span: 7.5 ft start end (ft)
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
(k-ft)
M max =
2.53
(k-ft)
R1 =
1.35
(k)
R2 =
1.35
(k)
v max =
80
(psi)
Deflect. =
0.145
(in)
=
L
622
0 7.5
x = 3.75 (ft)
M Qa x = 2.53 (k-ft)
Vgx= 0 (k)
l000 Loading Diagram: B1
Magnitude(plf)
start end (plf)
360 360
Point Loads
distance(ft)
Magnitude(k)
c
500
0
0
0 1 2 3 4 5 6 7
Beam: RB2 Uniform Loads
Span: 10.5 ft start end (ft)
Member: (2) 202 DF#2
E psi
1.60E+06
inA4
356
A in^2
33.8
Results
M allow =
4.74
(k-ft)
M max =
3.31
(k-ft)
R1 =
1.26
(k)
R2 =
1.26
(k)
v max =
56
(psi)
Deflect. =
0.115
(in)
=
L
1091
0 10.5
x = 5.25 (ft)
M @a. x = 3.31 (k-ft)
Vga x= 0 (k)
1
0.8
0.6
0.4 0
0.2 a
Al
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
240 240
l000 Loading Diagram: B2 1
w
os .a
v 0.6
0 500 0.4 0
0.2 a
0 0
0 2 4 6 8 10 12
Project: W4468 Sheet No: 3 6/4/2018
WEST
COAST
STRUCTURAL — r
ENGINEERING, INC.
Beam:
Span: 11.5 ft
Member: 4x10 DF#2
E psi 1.60E+06
inA4 231
A inA2 32.4
Results
RB3
9540 Semiahmoo Parkway (425) 347-8998
#137 wcse.net
Blaine, WA98230
Uniform Loads
start end (ft)
0 11.5
i
x = 5.75 (ft)
M @ x = 4.35 (k-ft)1
V 96� �oading Diagram: RB3
a 40
M allow = 4.49 (k-ft) m
M max = 4.35 (k-ft) 2°
R1 =
0.82
(k) o
R2 =
0.82
(k) ° 2
v max =
38
(psi)
Deflect. =
0.229
(in)
=
L
602
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
20 20 1 5.75 1.4
E
1500
1000 a
Soo
0 a
4 6 8 10
Beam: RB4, RB5 Uniform Loads Magnitude(plf) Point Loads Magnitude(k)
Span: 12 ft start end (ft) start end (plf) distance(ft
0 12 0 320
Member: (2) 2x12 DF#2
E psi 1.60E+06 x = 6 (ft)
inA4 356 M @ x = 2.88 (k-ft)
A inA2 33.8 V @ x = 0.16 f k)
Loading Di gram: RB4, RB5 1
Results a 800
1
0.8
M allow = 4.74 (k-ft) 600 0.6
J 400 0.4 0
M max = 2.96 (k-ft) 200 0.2 a
R1 = 0.64 (k) o o
R2 = 1.28 (k) 0 2 4 6 8 10 12
v max = 57 (psi)
Deflect. = 0.132 (in)
L
1094
Project: W4468 Sheet No: 4 6/4/2018
`VEST
COAST h�
STRUCTURAL E�
ENGINEERING, INC.
Beam:
Span: 8 ft
Member: 2x12 DF#2
E psi
1.60E+06
in^4
178
A inA2
16.9
Results
M allow =
2.37
M max =
1.64
R1 =
0.53
R2 =
1.07
v max =
94
Deflect. =
0.065
=
L
1477
9540 Semiahmoo Parkway (425) 347-8998
#137 wcse.net
Blaine, WA 98230
Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance ft
0 400
C E
w 1000 Loading Di,igram: RB6 1
a 0.8 y
.a
(k-ft) 0.6
a soo
(k-ft) 0.4 °
0.2 a
(k) ° 0
(k) 0 1 2 3 4 5 6 7 8
(psi)
(in)
RB6
Uniform Loads
staff end (ft)
( 0 8
x = 4 (ft)
M @a x = 1.6 (k-ft)
Vgax=0.13(k)
Beam:
RB7
Uniform Load
Span:
23 ft
start end (ft)
0 23
Member:
5 1 /8" x 16 1 /2" 24F V4 GLB
E psi
1.80E+06
x =
11.5 (ft)
I in 4
1919
M @ x =
23.8 (k-ft)
A inA2
84.6
V t7a x=
0 k
Results
loon
Loading Diagram:
RB7
M allow =
46.50
(k-ft)
m soo
M max =
23.80
(k-ft)
0
M
R1 =
4.14
(k)
°
R2 =
4.14
(k)
0
5
v max =
73
(psi)
Deflect. =
0.658
(in)
=
L
420
s Magnitude(plf) Point Loads Magnitude(k)
start end (plf) distance(ft)
360 360 —�
l
0.8 n
0.6
0.4 c
0.2 a
0
10 15 20
Project: W4468 Sheet No: 5 6/4/2018
WEST
Beam: BB8 Uniform Loads Mag Point Loads Magnitude(k)
Span: S ft start end (f0 start end (p|f) di
Member: 51/8"x9^24FV4
Epoi 1.80E+06
1in14 311 M
Ain^2 481 V
~~ m un�� ��
Results Long
��
emo �_______�
Ma||mw= 13.80 (k4t) � umm =
�
0 zoo 2000
��max ~ 6.75 (k41) D 1000 �
R1 2.40 (k) » o
R2= 2.40 (k) - ^ ^ ~ ° , o
vmux~ 78 (psi)
Deflect. = 0.064 (in)
� L
1131
`
Beam:
RB8
Uniform Loads
Magnbude(oK)
Pont Loads
Magnitude(k)
Span:
15.5 ft
start end (M)
start end (p|0
d
Member:
5 1/8"x 10 1/2^24FV4GLB
E psi
1.80E+06
x~
7.75 (ft)
| |n^4
494
h4@x=
8.61 (k'ft)
/4 in2
53.8
V@ x =
U (k)
Results
aoo
��
Loading Diagram:
z
400
u�u
KAallow =
18.80
(k-h)
M
0.6 =
�� max =
6.61
(k'f�
� zoo
0.4 �
oa �
R1 =
171
(k)o
n�
R2=
1.71
8O
- - '
~
~ 12
^°
vmax = 47 (psi)
Deflect. = 0.822 (|n)
� L
-----'
578
Project: VV4468 Sheet No: 6 6/4/2018
WEST
COAST �= r
STRUCTURAL L
ENGINEERING. INC.
0
a
u
Deck Floor Framing Plan
NTS
9540 Semiahmoo Parkway (425) 347-8998
#137 wcse.net
Blaine, WA 98230
Beam: Deck Joists Uniform Loads Magnitude(plf) Point Loads
Span: 7.5 ft start end (ft) start end (plf) distance(ft)
0 7.5 67 67 4.5
Member: 2x8 H F#2
E psi 1.30E+06 x = 3.75 (ft)
inA4 47.6 M @ x = 0.7 (k-ft)
A in^2 10.9 V @ x = 0.06 (k)
Results
M allow = 1.12 (k-ft) Z00 Loading Diagram: Deck Joists
M max = 0.72 (k-tt) also
R1 = 0.31 (k) 'am 100
R2 = 0.34 (k) so
v max = 47 (psi) o
Deflect. = 0.112 (in) 0 1 2 a 4 5 6
L
803
Magnitude(k)
0.15
I
200
150
100
o
so d
0
Project: W4468 Sheet No: 7 6/4/2018
s
J.
WEST `
COAST �l r
STRUCTURAL"---t �r
ENGINEERING, INC.
Beam:
Span:
7.5 ft
FB1
Member: 4x8 DF#2
E psi
1.60E+06
inA4
111
A inA2
25.4
Results
M allow =
2.99
(k-ft)
M max =
2.79
(k-ft)
R1 =
0.77
(k)
R2 =
1.03
(k)
v max =
61
(psi)
Deflect. =
.0.132
(in)
=
L
679
Beam:
Span:
6.1 ft
Member: 48 DF#2
E psi 1.60E+06
inA4 111
A inA2 25.4
Results
FB2
M allow =
2.99
(k-ft)
M max =
3.94
(k-ft)
R1 =
1.59
(k)
R2 =
1.49
(k)
v max =
94
(psi)
Deflect. =
0.125
(in)
=
L
587
9540 Semiahmoo Parkway (425) 347-8998
#137 wcse.net
Blaine, W A 98230
Uniform Loads Magnitude(plf) Point Loads
start end (ft) start end (plf) distance(ft)
0 75 j 67 4.5
x = 3.75 (ft)
M @ x = 2.42 (k-ft) t
V 9 x = 0.52 (k)
200 Loading Diagram: FB1
a 150
m 100
0
so
0
0 1 2 3 4 5 6
Uniform Loads Magnitude(plf) Point Loads
start end (ft) start end (plf) distance(ft)
0 6.1 160 160 2.9
x = 3.05 (ft)
M x = 3.79 (k-ft) E
Vx= -1 (k)
no good - supplement 4x8 with 1-3/4x7-1/4 LVL
Magnitude(k)
1.3
f
r
1500
1000
soo
o
7
Magnitude(k)
2.1
Project: W4468 Sheet No: 8 6/4/2018
WEST 1
COAST
S T R LICTU R�AL�-17r��LJ
.ENGINEERING. INC.
9540 Semiahmoo Parkway (425) 347-8998
#137 wese.net
Blaine, WA 98230
Beam:
FB2
Uniform Loads
Span:
6.1 ft
start end (ft)
I
Member:
1 3/4" x 7
1/4" LVL & 4x8
4
E psi
1.90E+06
x =
3.05 (ft)
1 inA4
160
M @ x =
3.79 (k-ft)'
A inA2
12.7
V @ x =
-1 (k)
Results
M allow =
6.50
(k-ft)
.
Loading Diagram: FB2
M max =
3.94
(k-ft)
400
300
R1 =
1.59
(k)
'0 200
0
R2 =
1.49
(k)
100
_
v max =
188
(psi)
0 I
�.••.••......_,
Deflect. =
0.073
(in)
0
1 2
=
L
1005
Ledger & Wood Screw Spacing
O.w
Magnitude(plf) Point Loads
start end (plf) distance(ft)
160 160 j 2.9
i
3 4 5
Ledger's Value Specifications
Ledger Type: P.T. 2x8 HF #2
Magnitude(k)
1 2.1 [
I
L__
2500
2000 7
1500
a
000 0
500 a
0
6
M (ALLOWED) =
1..12
k-ft.
E =
1.24E+06
psi
1=
47.6
inA4
A =
10.9
inA2
Maximum size opening (OW) : 3.0 ft.
Maximum distance between ledoer and next support beam ( d) 7.5 ft.
W = (1/2)( d) * 50 = 0.188 klf
M (MAX) = 0.2 k-ft. A ai-) = 0.006 in. _
V (MAX) = 39 psi. 6193
Using ANSUAFR.PA NDS specification (Table 11L). Side member thickness = 1-1/2".
With #12 wood screw into Hem -Fir, Wood design values (Z) for single shear (two members) connections
Shear Force = 188 lbs. Z (perp.) = 128 lbs. / wood screw
Secure wood screw into house rim joist or
Required wood screw spacing for ledger ( B.S. = 8 in. o.c. into house wall studs to attach ledger to house.
Foundation and primary lateral force resisting system remain and are not significantly affected. These were
with the previous project. The footprint and profile remains the same with the only difference in that the
roof over the deck projects a bit more. This leads to less than 5% difference in the lateral forces on the
building and is not significant.
Project: W4468 Sheet No: 9 6/4/2018