21-100247-Floor Plan-02-19-2021-V1Structural Analysis and Calculations
for
New Single Family Residence
31 106 6th Avenue
Federal Way,WA 98003
for
Vivian Bui
31 106 6th Avenue
Federal Way,WA 98003
by
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
360-876-2284
NLO#11301-20
�-� M . '?
w yty
Q' tiQ p\`
Z li
Pe of Work:
veering for single family residence based on NHD 1914AJ plan
ysis was done using the 2015 International Building Code
Trials:
forcing Steel ASTM A615 Grade 60
Crete fc = 2500 psi
gn Assumptions:
Properties: 1500 psf Bearing Capacity, 250 psf/ft lateral capacity (assumed)
gn Wind '110 MPH 3 sec gust
-nic Zone D
S, = 160%
S i = 60.0%
v Load 30 psf Ground
Loads
.oads
Loads
Floor = 12 psf(3 Joists,3 subfloor, 4 coverings)
Wall = 10 psf(1 5 studs.2.5 sheathing,0,5 insul. 3 paneling)
Roof = 15 psf (2 psf truss 1 insulation, 3 ceiling, 5. roofing)
Floor. L, =
40 psf (60 psf Deck)
Roof. L, =
25 psf
Exposure Category C
(ASCE 7-10 26.7.3)
Risk Category II
(ASCE 7-10 1.5-1)
Ct =
1 l (ASCE 7-10 Table 7-3)
Ce =
0.9 (ASCE 7-10 Table 7-2)
Is =
1 (ASCE 7-10 Table 1 5-2)
Cs =
1 (ASCE 7-10 Figure 7-2)
Pg =
30 psf (ASCE 7-10 Figure 7-1)
Pf = 0 7Ce*Ct"Is"Pg
Pf = 2079 psf (ASCE 7-10 7 3-1)
Ps = Cs"Pf
Ps = 2079 psf (ASCE 7-10 7.4-1)
Use 25 psf for design
-oads
Vult = 110 mph (3 Sec Gust)
Exposure B
c Loads
Site Class D (Assumed)
Ss = 1.6 (USGS)
S1 = 0.6 (USGS)
ling Layout
30 5 ft
28.5 ft
,
J
b = 28.50 ft
Case A - East-West Wind
b = 30.50 ft
Case B - North -South Wind
Roof Angle & 12 or 27.5 degrees
V = 110 mph
a = 3 ft
A --
1
A =
24.1
psf
B =
8.0
psf
C =
17.4
psf
D =
8 0
psf
hr = 7.5
ft
hr = 7.5
ft
h1 = 9
ft
(ASCE 7-10 Figure 26.5-1)
(ASCE 7-10 Figure 28.6-1)
Case A
F1 = 3811 ibs
Fb = 6622 Ibs
�nic Loads
Site Class D
Risk Category II
Ss = 1.6
Fa = 1 (ASCE 7-10 Table 11 4-1)
Sms = Fa*Ss = 16
Sds = (2/3)"Sms = 1 000 ► Design Category D (ASCE 7-10 'iable 11.6-1)
51=06
Fv = 1 5 (ASCE 7-10 Table 11 4-2)
Sm1 = S1 `Fv = 0.9
Sd1=(2/3)`Sm1 = 0.55 Design Category D (ASCE 7-10 Table 11 6-2)
R = 6 5 (ASCE 7-10 Table 12.2-1)
O = 3 (ASCE 7-10 Table 12 2-1)
Cd = 4 (ASCE 7-10 Table 12.2-1)
le = 1 (ASCE 7-10 Table 1.5-2)
Approximate period per ASCE 7-10 Section 12 8.2 1
Ct=
002
x =
0.75
TL =
6
T =
0.2169 seconds
Cs = (Sds)/(Rile) = 0.1538
Csmax = 0.3902
Csmin = 0.044
Use Cs = 0.154
Weight of the Structure
Weight @ Roof =
Wtotal = 17625
V = c.'sW = 2712
K=1
Cv1 = 1.000
17625 Ibs
Ibs
Ibs Total applied earthquake load
(ASCE 7-10 12 8 3)
F1 = 2712
Ibs (Includes 1 /2 walls and roof)
North Wall (Perforated Method) (Wind
H=
9ft
vv =
28.5 ft
Wf =
20.5 ft
F =
1905.5 Ibs
w =
81 lb/ft
F
(Wall height)
(Wall width)
(Wall width w/ full height sheathing)
(Horizontal load)
(Vertical load)
(Attatchment)
:k Shear = 1
v - 139 lb/ft vs = 384 lb/ft (SDPWS Table 4.3A)
0.8
Use 7/16in sheathing w/ 8d nails@ 6in edge spacing
;k Studs Co =
67 0%
T = C =
898 11
lb
Try 2"x6" A = 8.25 inA2
fc =
10886
psi
Fc' = 2080 psi Works
ft =
108.86
psi
Ft' = 1260 psi Works
Use No.2 HF 2x6 @ wall ends
:k Anchors z =
'1922.4
lb/bolt
(NDS Table 11 E, is=1 1/21n, 5/8", HF)
S =
13,86
ft
Use 5/8in anchor bolts @ 48in
:k Holddowns Fto = -256 Ibs No Net Uplift
No Holdown Required
k Deflections Ga = 11 Cd = 1 (ASCE 7-10 12 8.6)
Wall Deflection = 0 20 in Allowable Deflection = 02H = 2
Meets deflection criteria
South Wall (Segmented Method) (Wind
H =
9 ft
(Wall height)
W =
7 5 ft
(Wall width)
Wf =
7 5 ft
(Wall width w/ full height sheathing)
F =
1905.5 Ibs
(Horizontal load)
w =
81 lb/ft
(Vertical load)
F
(Attatchment)
,k Shear
=
1
v =
254 Ib/ft vs = 384 lb/ft (SDPWS Table 4.3A)
08
Use 7/16in sheathing w/ 8d nails@ bin edge spacing
,k Studs
Co =
100.0%
T = C =
2286.60 lb Try 2"x6" A = 8.25 in^2
fc =
277.16 psi Fc' = 2080 psi Works
ft =
277 16 psi Ft' = 1260 psi Works
Use No.2 HF 2x6 @ wall ends
:k Anchors
z =
1922.4 lb/bolt (NDS Table 11E, is=1 112in, 5/8", HF)
S =
7.57 ft
Use 5/8in anchor bolts @ 48in
k Holddowns
Fto =
2507 Ibs Net Uplift
Use STHD14RJ
k Deflections
Ga =
11 Cd = 1 (ASCE 7-10 12.8 6)
Wall Deflection =
0.53 in Allowable Deflection = 02H = 2
Meets deflection criteria
East/West Wall ( Perforated Method) ( Wind
H =
9
ft
(Wall height)
VV =
27.5
ft
(Wall width)
Wf =
22.5
ft
(Wall width w/ full height sheathing)
F =
1 718 1
Ibs
(Horizontal load)
w =
81
lb/ft
(Vertical load)
F
(Attatchment)
k Shear = 1
v = 114 Ib/ft vs = 384 lb/ft (SDPWS Table 4.3A)
08
Use 7/16in sheathing w/ 8d nails@ bin edge spacing
k Studs Co = 67 0%
T = C = 839.23 lb rry 2"x6" A = 8.25 inA2
fc = 101 73 psi Fc' = 2080 psi Works
ft = 101.73 psi Ft' = 1260 psi Works
Use No.2 HF 2x6 @ wall ends
c Anchors z = 1922.4 lb/bolt (NDS Table 11E. is=1 1/2in, 5/8", HF)
S = 16.87 ft
Use 5/8in anchor bolts @ 48in
c Holddowns Fto = -275 Ibs No Net Uplift
No Holdown Required
c Deflections Ga = 11 Cd = 1 (ASCE 7-10 12.8.6)
Wall Deflection = 0.18 in Allowable Deflection = 02H = 2.1
Meets deflection criteria
Line 1 Project Title
range this area Engineer.
Settings" menu Item Project ID
sing the "Printing & Project Descr.
selection
L i ne 6 Pnnled 9 OCT 202Q
le Simple Beam -m-IM1911'
Software copyright ENERCALC, INC. 1983-2020, Build:12.2i
r•rr •
i_on:_
team Design:
Critical Header
Calculations per NDS 2012, IBC 2012, CBC 2013, AS
ize : 2-2x8, Sawn, Fully Braced
Using Load Resistance Factor Design with IBC 2018 Load Combinations,
Major Axis Bending
)ecies
Hem -Fir
Wood Grade
No."
850 psi Fc - Prll 1300 psi
Fv 150 psi
Ebend- xx
1300 ksi Density
21
;ompr
850 psi Fc - Perp 405 psi
Ft 525 psi
Eminbend - xx
-3'0 ksi
oads
)= 110,
Lr=140, S=140k@20ft
unrmar
b Ratio
= 0,923. 1
Ial
1.625 49 psi at 2 000 ft in Span # 1
iwable
1761.74 psi)mb
r
+1 20D+1 60Lr+0 50L+1 60H
-:
W-=
vRatio = 0.474 : 1
--� 2-2xI3
__.
�r�
ial
122 76 psi at 0 000 ft in Span t
4 o ft
wable
259 20 psi
imb
+1 20D+t 60Lr+0 50L+1 60H
--Max Deflections
:tions (k) p L L vYY F.
b Transient Downward 0 026 in
Total Downward
0 04
iport
055 070 070
Ratio
1833
Ratio
1026
rpport
055 070 070
LC Lr Only
LC +D+Lr+H
Transient Upward
0.000 in
Total Upward
0 000
Ratio
9999
Ratio
9999
LC
LC
ream Design: Floor Joists
Calculations per NDS 2012, IBC 2012, CSC 2013, AS
ize : 200, Sawn, Fully Braced
Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending
ecies Hem -Fir Wood Grade, No 2
.ension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26
:ompr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi
Oads
d: D = 0.0120, L = 0 040 kilt, Trib= 1.330 ft
immar
b Ratio = 0.887 • 1 DL0.01596) L(0.05320)
al
1,433 15 psi at 7 000 ft in Span q 1
_
wabie
1.614 93 psi`
—
- -
mb
+1 20D+0 50Lr+I 60L+1 60H
2x10
Ratio =
0.272 1
14.o ft
al
70 49 psi at 13.253 R in Span # 1
_
vvable .
259 20 psi
mb
+1 20D+0.50Lr+1 60L+1 60H
_
Max Deflections
tions (k)
12 L Lr 5 V .E
b Transient Downward
0 359 in
port
0 11 0 37
Ratio
467
ipport
0 11 0 3
LC
L Only
Transient Upward
0 000 in
Ratio
9999
LC
Total Downward 0 467
Ratio 359
LC +D+L+H
Total Upward 0 000
Ratio 9999
LC
Line 1
hange this area
'Settings" menu item
ising the "Printing 8
selection
Line 6
le Simple Beam
Project Title
Engineer'.
Project ID
Project Descry
Printed 9 OCT 2020
M-:NHD-M
Software copyright ENERCALC. INC. 1903-2020, Bultd.12.2
Seam Design : Floor Beam
_ Calculations per ND5 2012, IBC 2012, CBC 2013, AS
size : 4x8, Sawn, Fully Braced
Using Load Resistance Factor Design with IBC 2018 Load Combinations Major Axis Bending
Decies - Hem -Fir Wood Grade No.2
Pension 850 psi Fc - Pril 1300 psi Fv 150 psi Ebend- xx 1300 ksi
:.ompr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi
_oads
)d D = 0 0120 L = 0.040 k/ft. Trib=11.0 f l
gumnia
Density ?6
D(0.1320)L(9.44o)
7b Ratio = 0.553 — -
gal 1,054 74 psi tat 2 500 ft in Span # 1
)wable : 1,908 56 psi
am +1 20D+0 50Lr+1 60L+1 60H
i---- ----. --
vRatio = 0.374 : 4x8 1 "'
gal 96 86 psi at 4 400 it in :)pan* 1 o rc
)wable 259 20 psi
)mb +1 20D+0 501-r+1 60L+1 60H Max Deflections
:tions (k) Q L Lt a w )= H Transient Downward 0 043 in
ipRatio t 393
port 0 33 t i 0
LC L Only
Transient Upward 0 000 in
Ratio 9999
LC
Total Downward 0 056
Ratio 1072
LC +D+L+H
Total Upward 0 000
Ratio 9999
LC
ATC Hazards by Location
Hazards by Location
Information
31106 6th Ave S. Federal Way, WA 98003, USA
5: 47,3229903.-122.3263268
441 ft
2020-10-09T 15:35:18.285Z
ie: Seismic
ASCE7-16
ory: II
D-default
trameters
Description
MCER ground motion (period=0.2s)
MCER ground motion (period=l.Os)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2s SA
Numeric seismic design value at 1 Os SA
nal Information
Value
Description
null
Seismic design category
1.2
Site amplification factor at 0.2s
null
Site amplification factor at 1.Os
0.91
Coefficient of risk (0.2s)
Seattle
0
441 ft
Ifant
0
Taoom@
a
N�.yInm
'F
Mal), Report
ATC Hazards by Location
6 Long -period transition period (s)
1.337 Probabilistic risk -targeted ground motion (0.2s)
1.468 Factored uniform -hazard spectral acceleration (20/, probability of
exceedance in 50 years)
2.116 Factored deterministic acceleration value (0.2s)
0.459 Probabilistic risk -targeted ground motion (1 Os)
0.511 Factored uniform -hazard spectral acceleration (2% probability of
exceedance in 50 years)
0.717 Factored deterministic acceleration value (1.0s)
0.741 Factored deterministic acceleration value (PGA)
ctton 11.4.8
niclicated here DO NOT reflect any state or local amenrtrnents to the values or any delmeahoo lines made (Ie► ing Ule
ron process. Users Should cortf ar? any Qutput obtained ftvr►► this tool with the local Authority Having ,Junsdic:hoii hefon
with design
ier
Is are provided by the U.S. Geological Survey Seismic Design Web Services,
formation presented on this website is believed to be correct, ATC and its sponsors and contributors assume no respi
�r its accuracy. The material presented in the report should not be used or relied upon for any specific application with(
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. A
iat the use of this information replace the sound judgment of such competent professionals, having experience and kr
)f practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the res
Jed by this website. Users of the information from this website assume all liability arising from such use. Use of the oL
does not imply approval by the governing building code bodies responsible for building code approval and interpretat
described by latitude/longitude location in the report.
41-heMNEO PMjl-\11901 W- NND &1914-AAWMYq 10MI20206541,19 AK \VSBIWI-NOSNIP PpWi k A 5000K MPP NPG12
3D'-4•
W�G
x�
----- = -1n- --- ---�
P
ro
� a
:� ro
^ z �-----
w_ w o y° .,a.."°"""A,rm,e.P.°..°P°•>°tia"w•E�u°^��u°t��"'su-° W" "E''^I^IAf%E' 2' wut'(I gee -• y S IlI ��q\��;II- \ cf � IIlI a�II 1lIII�iI —_—__D>—.�T. .' i _ti AIIIiII�IW�III lT��,I,lIIIIiIIIlIIIIIl 0N�°�K •�
J�s�_�Ii�14III��IIII
MT
s-7•JI�
_
v MMNLD PM*W113019W - NND P19-4A~wp Dab0914A1.Cxg 10/9R@0 tS&�5 AM, \\SERVN4ND9THP Da9eVAde %L Sa09P9 MiP NP412
rvs
n�
m�
n�
,mob
m �
— 7,
Ny —Lr
1S
• . . 2
1
l_
N CTURFn TMqqFS
O
ND
wn
n�
�b
0D
M�
N�
vN
L�
m
� y -
z i
s
tl1 — RP,VI910N9 DAP
AWAN.L.Olson & Associates, Inc. 1914-AJ Vivian Bui LE
C � � �, Engineering, Planning ytd Surveying r IRuwr, eaL la:o
urouP3.mo wlxot ne.nl. ""'N 31 106 6th Ave 31 106 6th Ave olrciccD MMz la]u
Federal Way, WA 98003 APPROM
.. P1f1DNrIMw P.b.Em6 i,tanOrtrd,PA %lm Federal Way, WA 98003 r>
rrnoftWl0 Roff[tt\113019-NH0P191a I QM"20MS3 W\\SERVER H WP4g*WWIP A 50DOPSW HP(,2
l a & ° >s a € N R � � maj- $g jail RRjR R P 1p a p'AIX
RR €F �� � #a �atl •� � � g
gF ig� a
��� a g�o
�
g ;� gg M�'4 R gip?y+e �Waa Pug A db a8
a 8 a
.LNN
0o A�� 5 Rv R�aRa6^€ n[ 9®R R B
R�d�d@Age41
u �pi� . . . .
ij Eli"
Ep
Ok 1g€
rip
E � as
ee12 ^a � fad €R� YP YF pP aP YF f
s,
®00 0 0
--------------
11 II II
4e 11 11 II
LU
u u u
a RAR Q$9p II II 1I
�F a aFa F yp �1
----IL----iL----41
—
a^Ps6
D
p�PV!YM1r6
MOP
H!YNr
A
D D
A =
D C H'0 v
A y
R D
e
.j
rp
_ - ]9]4.,,� Vivian Bui *� M. or Ix_.nlPtloN n�fc:rm Nn. i:i1
�i.\'.L. Olson &Associates, Inc. ra
h�gio<nin o riaH. ms Md s""ing 31106 6t11 Ave 31 106 6th Ave alrci.rn +av i
A —I °" N^�'^ " Federal Way, WA 98003 Federal Way, WA 98003 'P•°w"
T V
0
m
m
[a
Z:
J—
)UM
K)
610
Li ST,
-------
P k
7
I!
I
jL
MR? 18 STIAV�
.f
M 1�01 11 0 UPI! U
�Jjltnja—ls gp� jr"f9bmg
on- MIA UT, N, g
1vi
04"
MIR
TY A 'R a I �, Nif
NORTHWEST HOME DESIGNING, INC.
NHO
ic
P.O. BOX 88103, STEILACOOM, WA 98388 (253) 584-6309
www.NHDHomePlans.com
cZi
0
.Om °'�UMnr�l
ms�
QO�A 6 Py 6� aR �m
F-7
I
_
u
,I
•
�_
��
Z=
NORTHWEST HOME DESIGNING, INC.
NHS
r
Iv ;
D"1
�=
m
o=
P.O. BOX 88103, STEILACOOM, WA 98388 (253) 584-6309
9
www.NHDHomeP[ans.com