REVIEWED BLD2023-1461+Structural_Calculations+11.8.2023_3.12.41_PM+3889875RECEIVED - "REVIEWED """""'
BY
BLD2023-1461 Nov 22 2023 CITY OF EDMONDS
CITY DEVE O MFEN S RvCES BUILDING DEPARTMENT-.
DEPARTMENT
Goodman Residence
Remodel & Detached Garage
Structural Calculations
16624 72nd Avenue W.
Edmonds, WA 98026
Snohomish County
Sidesway Project No. 23043.01
Prepared By:
SIDESWAY
ENGINEERING
Goodman Residence Remodel & Detached Garage
July 26, 2023
Project No. 23043.01
TABLE OF CONTENTS
DESCRIPTION PAGE NO.
Project Summary
Gravity System
Lateral System
Design Loads 1.01
Roof & Floor Framing Design 1.02 - 1.04
Foundation Design 1.05
Seismic & Wind Loads 2.01 - 2.04
Lateral Load Distribution, Shear Wall, Diaphragm, & Chord Design 2.05
20305 87th Avenue W.
SIDE5WAY Edmonds, WA 98026
(425)673-4160
ENGINEERING
Goodman Residence Remodel & Detached Garage July 26, 2023
Project No. 23043.01
Project Description
Sidesway Engineering was retained by the homeowners to perform analysis and design as necessary to
obtain a building permit for the proposed remodel and detached garage at the existing single-family
residence located at 16624 72nd Avenue W. in Edmonds.
The remodel primarily involves a reconfiguration of the entry way and the stairwell. The roof is
conventionally wood framed with pre -manufactured trusses spanning between exterior stud bearing walls
and beam lines, thus the affected interior walls are non-structural. An existing 5' wide slider is being
replaced with a 9' slider from the dining room to the deck. This wall is located over cantilevered floor
joists which are being upgraded with beams below the new point loads. 4' of exterior wall is being
removed, however (2) 5' sliders are being replaced with 3' doors. The infilled sliders and adjacent short
wall piers add nearly 8' of new shear wall in alignment with the walls below thus greatly improving the
existing lateral system of the house in conformance with the IEBC.
The new detached garage will be located adjacent to the east entry. The roof will be conventionally wood
framed with pre -manufactured trusses spanning between exterior stud bearing walls. The garage will bear
atop a new continuous footing at frost depth with a slab on grade floor. The lateral force resisting system
consists of a sheathed roof diaphragm spanning to various wood stud shear walls around the perimeter.
All existing framing and dimensions were provided to us on the architectural plan set or were obtained
during a site visit performed by our company.
Scope of Work
Provide gravity and lateral calculations for the proposed remodel and detached garage as required to
obtain a building permit. Provide structural framing plans and details as required for permit.
Design Criteria
2018 International Building Code (IBC)
2018 International Existing Building Code (IEBC)
ASCE 7-16 Minimum Design Loads for Buildings and Other Structures
Applicable Material Reference Standards (ACI, AISC, NDS)
This is a Risk Category II structure designed for the following loads:
Dead Loads: 15psf (roof), 15psf (floor/deck), 9psf (exterior/interior walls)
Snow Load: 25psf
Live Load: 40psf (floor), 60psf (deck)
Wind Load: 100mph, Exposure'B', KZT = 1.0 (refer to wind loads)
Seismic Load: R = 6.5 (wood s.w.), Site Class D, SDC D (refer to seismic loads)
Project Summary
The proposed remodel and detached garage at the single family residence as designed in the following
calculations conforms to the 2018 IBC and IEBC. Refer to the calculations and the construction drawings
for structural framing requirements.
Disclaimer
This calculation package is based on the documentation that was available to us. Sidesway Engineering
did not perform a complete as -built to verify the accuracy of the provided data and we should be
contacted if there are any discrepancies with the assumptions contained within these calculations. We
assume the structure has no known deterioration or damage that would adversely affect capacity.
20305 871h Avenue W.
SIDE5WAY Edmonds, WA 98026
(425)673-4160
E NG I NE ER I I;G
LOSS
200F< 'Coo Fzv(,
3.0 pwuz
FW0¢,1NS-6
S.,o
1. L4
S%A"I*I Nf.
1.6
Mwb
3,0
3.0
N\E'L - IELF-c
l . S
t'XEL6 - Irc tft,
1.5
TNSvU!'I'}pN
(.O
.iNS%juVI 1,—,3
1.0
*n t sc
1.7
M-c-S c-,
1' o
CEzc�ns�
Z'8
CV-,rA-wc
I-C
13.9asF
<' IOv\F-,F
S NOvJ
�26s`zoFtXf Tn-\-- F LOCW;-� , WfIf- �2F Kul- "'"` )
25IDS r- CC-d,W-ly M-U 141AU.
-0NIE2AL Nam£; N-I TA-� N Al.N 40,JSE SVV£ WNU- -Gs S ZN6
'UAro wsi.L 6E 2 no�Es>, fN�c W-.0 o } EQ LOA, S �o NNDr
cwa;",(,E. 'Pte Azagis-xm s of -rt+E- 2oig E£ecy T4+-
�xcsT� +b w-Tcea �- Foecrz SYsrE, Mhy e6
CONSz� � A3>C&v A-rc. PJD PNP W sa-S zs
QCQ,QI-9� Foe- 'rLw— rc cs'q-r7�v6 �Aof�kE (LEa ooE�.
�U AN u\4s'GS T$ Q%F-&VuL FO(Z 'Co-,F- N4iw
Su,,bL�—s (a2y b-r T:> 66z"v6F—.
b�- ((,AZA 6E-)
2�F y nwS
L
2 13 000 A _ oe - za pse
Date 27o l3 J
--LI-ZoZ
IDEWAY (ect . Qaz'-'>C'\j ce- Checked Sheet No,
ENGINEERING Date I al
SIP NZP Ta �s S LPL
�r
I�5'cLa It•ZS'tL
R, RZ
Q1= 236+�L-�NS9+r�t,
uDL+-466+6L
TYP 6-34�ca-5-c ass
7'LL� rJ2
I,S�LRr 2;r Sect R I•S'ti
Z
(4 (1.1,:: 914wtL+�1-7ZZAt5L
W1= 2.3r+1 Sr-,(ISPC(AL 4 2S95FrL) = 2ELIc fVC + `I-7.9o(A
z
&Jj- to •2S t+ 6.23 r �IS('Sf eL d ZS rrfrL) IZ�{Af DL + 20( PLF,5L
2
w,= 2�(lSPswL f- zs��SL
wt. LAjj
W3 : � •ZS + 1 � o•�+,) �- (ISe<PoL + ZSFCF rL�
C�7 Cx-rJ L = LW rcaL +-Lb*iL
cli w= 13•Sr �lSpsFA + ZSes<SL�
R� QZ
Q�.RZ = c(�ioltilLd 7l7 ASL 410. br- klZ �6�FI r_o•S$ b=Lkll9
Ghea><c,,�,; Ewe (g zrLL)
er= �o\$kDL+ 163&*R
el = IZ30 wm-+ 1991 W4L
Pt t</P For4zl.>c4z-a2 ss = gIq"L-+IszZ.Erc
r
W = 13.5 -A,(ISPSFA�+ ZSnsFrL
W2=`�Zr�I�S'�x (ISvsFoL+ 2SrsFst�=SgaFDL+ 9sL
CJ3:Clo'+i1-5')� [iSa��+Z$sFrL�`I�Ir oL+Ilvn�cc
z
:. 3-'Iz z \O-'/z -L->�: 6L8 vy j&L-o," a= L/53 7-
Desanprion F�By PMJe No.
.... �� b LFwr
Dare -S 7at3 Z3,0,Wo )
IDEWAY Project Goo> Cneoked Bheet Ne.
ENGINEERING Date \•OZ
�� cµoJsE)1
4EXICNDfA fF� $iA.n-,
w
eA= Z5QftL4 47,4 W5(
PL-C
W'si.�c2- N�2
6.t�)cft4�'Io
/1 1
Lwrt cxrz-rur(, (IL F L cw�-vcfLtww 2V T2
P2f9 cAff Q rcX7. WAtiI-.
I b -K> F (*Z , ftAl-�vl n k I(, �-
-P 05E y V ( Z- Tm M4-7tN- CM57
E�
a7=+2'���ISg�> rZ5Ps5y�
P, = 1301��L a-20914il5L,
2i = Q —L NEw Pr (_vans azc GLx�e coos o�
LJ (+W 2
Z'w ¢� • s,w
¢Z
=Z-�13WDL+C194ir((+ Z3474
Cl, ` G5L*'v L+ q-M we( Z9s4 rc
(t)IRl= 3L43Oc+Zgo1(titt 21VZT�
(t)ix e7 (m a-bL T 1PS7 tit+ 25o aIL
rlau2 2Z,� svproory i G CA,,,aZ Ov�,Z. GL664(,
LOCHS D- Nol 7wc"Aat.
5-1h
E2 QII' GCE
910 4 Pie = 4,4, j
( jZ=1b^� C(sysfovr Fogs cc) -Fwo2
(�. r (SPSFvc k L a PS<cc) u43�_ 941ML + 310 tk LL
(Z4 Z =`Dick
W(= 6',r9v"L 7
Wy= �14Z +ZS�+` CISvs�o�r 4oPsFu)
Gt13= 93�� � (ISes�oc+ 68vsG ��� = Dtick
=27(3 oL +994xu + 239LFsL = CA4f- ToVyt W+b" 4'StaaEf
-s+V b 1ls�SE U--�." -Z3�43.01
Dare
si
DE WAY Project Checked Sheef Na
ENGINEERING Dare � , 0 j
FLOO9— 5o's-5'( (vJ-,kN Cash - 9'(
34� eZ �•83'u 83
9 t = —Z RDL -07-c� LL
Wu,
w
9A= 33�L t+a
I T— � rJf^f?— S-vae�
Q� L
Pt- qSk-vL+Z3Sw�l
ez-CSWIlL+t:V d7u.
3 t+.7>2 J N NT4z 4
C%v Irk wt
Q.` 31M" CL (1 f,
+(ev+v;u.-T-"Itt
W = 16' * ((s PSF pL+ 4,0ceF LL)
h,"
2+c Ia Ebd- e 16"0. [
w= lb" * ( 15195F D1-+ 40Alr
12`'
/CA9
?- 2. 5'!t 1.66'c(, v e (,Ia vL, +l'83+c1(.
Q N
V.1 V I2. +{- CISc'$F Dl.d
/(6 /�o.75' p cL/99q
J S71'�cE CRNl. 9QP,.+S �ae5n ViaD 'fa f�-�E/i1a,C �.�?�l.
Ca�5E2 F'IZ`��
NonFu-) = Fiooves
Z
(®SZOoL J 143I W«—ZgSWFL
:. y y ko Dc- wc- �VI� 1= 0_--5% ki 4-rryq
Date Z"13. 0 )
12-Z
I D E WAY Pmlect Checked sheet No.
CSYE 1 , n %-1
Date
ENGINEERING
(�CJUtV C7at�l'd-�N �8Z(9�
iG+v
�t4O-'- -CACq6E bF02 SWri I10-7- _ IZ3oaoC 4 M91&- _ �j27,1 tt 40"Oe f�
150o mF zS w >
, L L
l b" -Ebb foN'T . eT 6 2 Go7
Description / � By Project No.
c'
-. Yi%UNOQ7'.Lo/�l C>g-2C� Lam.. t
Dale 27�p1,13,°
j DE �AY
Project GO oD �� Cracked �Z^2� Sheet Na.
n., S1nElV CE ',�5
ENGINEERING Data
Wind Analysis (Kzt)
/Lv,- ZBsi'
Elevation Slope Aspect Tree Cover Land Cover
_ Min 0' Min 0` Developed 52%
Avg 2%' Ave 3° �Nhler 42%
w i Format 4%
Max 531' Max 38"
Della 531' ■ aerren 1%
W. 5U . WV,
\ 1
Exp,gse� R
(-r&VS SoeeciJWD N1LLS i���
I e 3,(.(e n-u"
on Slope Aspect Tree Cover Land Cover
Min a, Min
0` ■ Devev pw U%
Avg 210' Avg 6a were, 5
a %
53 Max 4' Mex : / Fpreat 6%
ale 4 earn.
5 @� W1%
etlarM 1%
in, M 0 31re. unv^°
�
4c,% r Lti = � = 0•ov� L o�2 ..ks
quo
Wind Analysis (Kzt LFM
-- pm Z dui l
5N6I2023
5IDE WAY Prom°t S,mmtNp.
Goodman Residence _
ENGINEERING Daft 2.01
W-IN -J LaA--z->S1
QtSv CZAI"aAI 71La1*x = 1•fit� �nw= 2�, L ,wati Sb•o4Yk = 3
X.PoSu'Q� 1'KJ[o2 � 0.4 x h 4,4 L 3
I•o a-��,
x 4,5
00 mPH (As(.f. -+ t kU4Zb -IooL)
rAcr�a�� �s� (G•.�z�
A = 2k.'
C= 91.-
G= 00 N Pp 7-534
g�F
rAOO
Z1S(�1 M o.6
�¢ooF rH r= 6esFx(2}.•{r-,st-011rT�)+(6esr- 3.3F` o•6
IE1ya +
I5� r
(o��IGHJvs I"2Boh A'ND
Description BY Project No.
'� 1' l
. Date 2 3�'1 �' C 1
—Z-73
I DE WAY Project CE Checked Sheet No.
ENGINEERING Dare Z OZ
ASrE
hllih+4\5U-'-I'D IJNLtwsil.0
Address:
16624 72nd Ave W
Edmonds, Washington
98026
Seismic
ASCE 7 Hazards Report
Standard: ASCE/SEl7-16 Latitude: 47.847765
Risk Category: II Longitude:-122.332731
Soil Class: D - Default (see Elevation: 291.47441925500266 ft
Section 11.4.3) (NAVD 88)
Site Soil Class:
D - Default (see Section 11.4.3)
Results:
S
1.32 SDI
N/A
S, :
0.469 T,
6
F„ :
1.2 PGA
0.567
F., :
N/A PGA, :
0.68
S,,,
1.584 F F,;;h
1.2
S,.,,
N/A IF :
1
SDs
1.056 C, :
1.364
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed:
Tue May 16 2023
Date Source:
USGS Seismic Deslan Maps
BS"P O ASCE 7 Hazard Tool Design Values LFM
D8fe 05/16/23
I D E WAY P`*r _ Ch�ed S,"tAb.
Goodman Residence
-------._.
ENGINEERING
MSFRS Seismic Loads
Seismic Parameters:
Latitude/Longitude
Risk Category
Importance Factor, I,
Soils Site Class
SDS
S,
F
Sol
Seismic Design Category
Building Properties:
Response Modification Coefficient, R
Overstrength Factor, no
Deflection Amplification Factor, Ca
Fundamental Period, T,
1.5*T,
Response Coefficient, C,:
V = 0.044SpsI (Minimum)
V = (SDSIW)/R
V = (Sp1I)/RTa (Maximum)
Distribution of Seismic Forces:
= 47.847765,-122.332731
= II
(ASCE 7-16, Table 1.5-1)
= 1.00
(ASCE 7-16, Table 1.5-2)
= D
(Per geotech, else per 11.4.3)
= 1.056
(SEAC)
= 0.469
= 1.831
= 0,57249
D (ASCE 7-16, Table 11.6-1, -2)
= 6.5
(ASCE 7-16, Table 12.2-1)
= 2.5
(ASCE 7-16, Table 12.2-1)
= 4.0
(ASCE 7-16, Table 12.2-1)
= Cthnx
Ct = 0.02 (ASCE 7-16,
= 0.095
x= 0.75 Table 12.8-2)
k = 1
(ASCE 7-16, Section 12.8.3)
= 0.813
(If 1.5Ts < Ta, see 11.4.8)
= 0.046
W
= 0.162
W GOVERNS
= 0.926
W
Diaphragm
DL
Area
wog
Story
w, ,
wx x
Force Fx
Sum
Level
(psf)
W)
(kips)
Ht. (ft)
(k-ft)
zw,h,"
(kips)
Fx
Roof Framing
20
650
13.0
C1
104
1.00
1.48
1.48
2nd Framing
25
0
0.0
0
0
0.00
0.00
1.48
Base Shear (ULT) _
Base Shear (ASD) _
Diaphragm Design Forces:
I = 13.0 104 1.00 1.48
2.11 kips
1.48 kips
Diaphragm
wi
I w;
F,
I F;
I Fi. wpx
Fpx (Min)
Fpx (Max)
FPx
Level
(kips)
(kips)
(kips)
(kips)
I wi
0.2SDslw,
0.4SDstwrox
Govern
Roof Framing
13.0
13.0
1.5
1.5
1.5
1.92
3.84
1.92
2nd Framing
0.0
13.0
0.0
1.5
0.0
0.00
0.00
0.00
Seismic Design Loads LFM
-- --_-_- - _-.-.. ____-- - Dare
7/4/2023 23043.01
I D E WAY P�r ° ak� snaarn0.
5Goodman Residence _______jf'Z 0�
ENGINEERING pare
L N IERO'L Lo4D Dist'
LTNc Q
J= is661k/Z
z4vj = lo.lbr
l0,tbr
S
.". SVJ6
OJtc2UaNV,16�5r)
p
JPUy�-f: �'�(M=T 1I7F 2,sr
=1`7106
(�ISP=y`t l2'i }
(9,r4vtr)
L
.-Dv il- pf>Z.OhZE
1-1Nr'z 2
V-1-�gylkwu-vo
GR.ass Qan�-t = 3ls a
LIN E
v I
z 5be la
�4W 22.66 ur= 45vuc vnNo _',sw6AbCAUKnr-
No µb 2£-mt,1�)
V ` -:�qLj i £. t5v1 = 1-4•1-1 r " f_ LA Ll FL' W-jD r,'DN16 Ab"UM"rr---
G(ttss onirr 396tt G SpO" r NEGw61$l¢. :, 1Jo u� S Q 4
I-I�Ps�241ow�, a- Cy�.� P(N AL�g-LS
W=010btCk _-,.1-15L%µ vnOb
L 26•Sr
SIDESWAY
ENGINEERING
86 P*z6,sr = Zgoss
jfP�BL -bP PW IE Amauft-AC
Lateral Load Distribution
vViku-f .t 7Ilk?t1Eq-6n, d`y�at�"��
Goodman Residence
9Sr
LFM
(04/23 23043.01
ShM No.
t.o s