REVIEWED BLD RESUB 2-Structural Calculations1601h Street
Residence Remodel
Structural Calculations
(Rev 1)
6907 160t" Street S.W.
Edmonds, WA 98026
Snohomish County
Sidesway Project No. 21019.03
Prepared By:
SIDESWAY
ENGINEERINGI
1601h Street Residence Remodel - Rev 1
August 9, 2021
Project No. 21019.03
TABLE OF CONTENTS
DESCRIPTION PAGE NO.
Project Summary
Gravity System
Framing & Load Tracing 1.01 - 1.03
Design Loads 1.04
Roof & Floor Framing Design 1.05 - 1.12
Foundation Design 1.13
Lateral System
Wind & Seismic Loads 2.01 - 2.03
Lateral Load Distribution 2.04 - 2.06
Force Transfer Shear Wall Design 2.07 - 2.11
20305 87th Avenue W.
Edmonds, WA 98026
S, 5WAY (425) 673-4160
ENGINEERING
1601h Street Residence Remodel - Rev 1 August 9, 2021
Project No. 21019.03
Project Description
Sidesway Engineering was retained by 4UP-Wash LLC to perform analysis and design as necessary to
obtain a building permit for the proposed exterior and interior remodel to the existing single family
residence located at 6907 160th Street S.W. in Edmonds. The remodel moves an upper floor exterior wall
and removes interior walls throughout the structure. Several new decks are being added to the structure.
The structural design also accommodates a future remodel which will require a separate calculation and
drawing package.
The remodel and decks will be conventionally wood framed with existing and new joists spanning to stud
bearing walls or beams. The structure bears atop an existing daylight basement with continuous exterior
and interior footings. New spread footings are being added where required to accommodate the remodel.
The lateral force resisting system consists of sheathed roof and floor diaphragms spanning to various
wood stud shear walls around the perimeter and interior. The lateral system of the house is only changing
along the west elevation and is being designed for this and the future remodel.
All existing house framing and dimensions were provided to us on the architectural drawings or were
obtained from the original 1994 construction drawings. Sidesway did not perform an as -built to verify the
accuracy of the provided information.
Scope of Work
Provide gravity and lateral calculations for the proposed remodel as required to obtain a building permit.
Provide structural plans, notes, 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), 9psf (walls)
Snow Load: 25 psf
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 to 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 an 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.
Edmonds, WA 98026
SIDE5WAY (425)673-4160
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SCE ASCE 7 Hazards Report
Address: Standard: ASCE'SEI 7-16 Elevation: 39549nINAVD881
6907 1" st Sw Risk Category: It Latitude: 47.854203
Ldmonds. Washington Soil Class: D - Default(see Longitude: -122.326404
98026 sw on 11 4 3)
D - Default (see Section 11.4.3)
S,
1.33
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T,
6
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Ground motion hazard analysts may be required See ASCEJSEI 7-16 Section 11.4.8.
Data Accessed:
Fri Apr 02 2021
rt.4. QL .nrs•
USGS Seismic Des:an
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Seismic Soil Data " JMD
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MSFRS Seismic Loads
Parameters:
Latitude/Longitude
= 47.854203, 122.326404
Risk Category
= II
(ASCE 7-16, Table 1.5-1)
Importance Factor, Ia
= 1.00
(ASCE 7-16, Table 1.5-2)
Soils Site Class
= D
(Per geotech, else per 11.4.3)
SDS
= 1.064
(USGS)
S,
= 0.473
F
= 1.87
Sol
= 0.5897
Seismic Design Category
= D
(ASCE 7-16, Table 11.6-1, -2)
Building Properties:
Response Modification Coefficient, R =
6.5
(ASCE 7-16, Table 12.2-1)
Overstrength Factor, no =
3.0
(ASCE 7-16, Table 12.2-1)
Deflection Amplification Factor, Cd =
4.0
(ASCE 7-16, Table 12.2-1)
Fundamental Period, T, =
Cthnx
Ct = 0.02 (ASCE 7-16,
=
0.216
x= 0.75 Table 12.8-2)
k =
1
(ASCE 7-16, Section 12.8.3)
1.5*T, =
0.831306 (If 1.5Ts > Ta, see 11.4.8)
Seismic Response Coefficient, C,:
V = 0.044SDsI (Minimum) =
0.047
W
V = (SDSIW)/R =
0.164
W GOVERNS
V = (SDII)/RTa (Maximum) =
0.420
W
Vertical Distribution of Seismic Forces:
Diaphragm
DL
Area
wDL
Story
wjhjK
wxhx
Force Fx
Sum
Level
(psf)
(ft`)
(kips)
Ht. (ft)
(k-ft)
Iwih;"
(kips)
Fx
Roof Framing
20
1492
29.8
23.9
713
0.365
5.28
5.28
3rd Framing
21.7
2611
56.7
16.2
918
0.470
6.80
12.09
2nd Framing
31.2
1277
39.8
8.1
323
0.165
2.39
14.48
1 =
126.34
1954
1.00
14.48
Base Shear (ULT) = 20.68 kips
Base Shear (ASD) = 14.48 kips
Im Design Forces:
Diaphragm
w;
I w;
F;
I F;
I F; . wp,
FPx (Min)
FPx (Max)
FPx
Level
(kips)
(kips)
(kips)
(kips)
i w,
0.2S.,Iwp, OASo,Iw,
Govern
Roof Framing
29.8
29.84
5.28
5.28
5.28
4.44
8.89
5.28
3rd Framing
56.7
86.50
6.80
12.09
7.92
8.44
16.88
8.44
2nd Framing
39.8
126.34
2.39
14.48
4.57
5.93
11.87
5.93
MFSRS Seismic Loads JMD
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Project Information
[ode: 2018 RIC Date: 7/27/2021
Designer. )MD
V(*
LIMI lafrhl Ulfil
727
l
Z
L,,,enry
L Hold-down farces: H = Vh„a/L„n 907 Ibf
2. Unit shear eaters +below opening
First opening:val=vbl=H/(hal+hbl)= 363 Of
3. Total boundary force above+below meatless
First opening: 01 = val x (Lot) = 2906Ibf
4. Comer forces
F2=OI(Ll)/(Ll+L2)- 14531bf
F2=Ol(L2)/(L3+L2)= 1453lbf
S. Tribuary length of openings
TI=(Ll-Lol)/(Ll+L2)- 4.01ft
T2=(L2-Lol)/(LI.12)- 4.01ft
6. Unit shear beside opening
VS=(WL)(LS+T3)/Ll-
231 p1f
V2=(V/L)(T2+L2)/L2=
231 Of
Check Vl'LI+V2.12=VP
138616f Oif
T. Resltteme to comer forces
Rl-V1eLl=
693 lbf
R2=V2e12=
693lbf
It. Dllleretce tourer force resistance
Rl-F3=
-260got
R242=
-2W 16f
9. Unit shear In comer Lorca
vcl=(RI-Fl)/L1= -253 Of
vc2 = (R2-F2)/@ _ -253 Of
herb Summary of Shear Values for Ong Opening
ne 1: val(hal+hbl)+VI(hol)=HP
-633
1541
907 Ibf
ne 2:vat(Mi.hbl)-v1(hal+hbl)-Vl(h.1)=07
90T 4f33
1541
0
ne3:val(hal+hbl)-vc2(hal+hbl)-VI(hol)N?
907 �33
1541
0
ne 4: vc2(hal+hbl)+V2(ho1)=HP
633
3541
907 Ibf
Rep. Strip Facej 1453 lb
Req. HD Force (H) W7IN
Req. Shea Wag Anrhamge Force (Vw)l 99 pH
*The Design Summary assumes that the shear wall is designed as blocked.
4-Term Story Drift%j 0.001% j 3Term Story Drift%( O.DD1%
sx Pyex � See Pea=
L4 = OAs65 C—AF ;rpG
us L ►asT 3�- �5 `1.6
(0
project InfoFinatlon
Code: 20181RC Dees: 7/28/2021
V @�
L Hold-down forces: H=VK JL•,e
Van taHM Met
2
e
L
S
145319
2. Unit sheer above+ leaders opening
First opening: val=vat =H/(hal+hbl)= Sal pK
3. Total boundary fence above a below openings
First opening: 01=va2 x(Lol)- 46541bf
4. Comer forces
Fl-Ol(Ll)/(Llal2)' B271M
F2. O1(L2)/(LI+L2)- 2327lbf
S. Tributary length of openings
n=(u•Lo1)/lu+u)= Cot it
n =It2`la1)/(WL2)= 4.01R
6. Unit sheer baalde opening
VI-(V/L)(LI+TIM-
3M p1f
V2 = (V/U(T2+L2)/L2 -
370 pH
Check VPLILWZ-hV7
2220 ibf OK
7. Resistance W comer forty
RI-V3•LIe
2110IN
R2=V2.12=
11101bf
8, Difference comer forte + resistance
RI-F1=
-1217I1A
R242-
-12171bf
9. Unit shear in comer cones
ucl=(RI:1)n1=
fog pH
uc2=(R2.F2)/L2-
i06 plf
Check Summary W shear VOR far DIN Llpinktg
Line l: vcl(hal+hbl)+V1(1hol)=H7
-SODS
2"S
145316f
Line 2:val(h,I+hbI),cI(haI+hbI)-VI(ho1)W7
1453 -1015
2468
0
Line 3:va1(hal+hbl)-Q(holahb2)-VI(hol)-D7
1453 -1015
2468
0
U. 4:v (haI hbl)+V2(Fw1)=H7
-MIS
2468
1453lbf
Rea. Strap Face 232) Ile( 4Term Slory OHR % 0.001 % 1-Terre SNry DrIR%� 0.0U1 % )
Rea.HD ForcejZ 16531bf seafa r2 sapw9r3
Reo. Shear Wall anchorage Force (amj ISB plf .�
cµsTu,
`TM Design Summary assumes that the&Mar wall is designed as blocked. p `_ ���R
I��'�l/i5�=2�0� USF p.5f4/j �Fy�
c�Au,S C_/ter uecr_� Wet,
Ac-3v