REVIEWED BLD-BLD2021-1548+Structural_Calculations+11.12.2021_9.18.31_AM+2517219RECEIVED BLD2021-1548
Nov 22 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT Beebe Residence
............................................... Addition
REVIEWED
BY
CITY OF EDMONDS €
BUILDING DEPARTMENT
Structural Calculations
(Lateral System Only)
8223 2001" Street S.W.
Edmonds, WA 98026
Snohomish County
Sidesway Project No. 21069.02
Prepared By:
SIDESWAY
ENGINEERING
llillizl
Beebe Residence Addition
November 11, 2021
Project No. 21069.02
Project Description
Sidesway Engineering was retained by the homeowners to perform lateral analysis and design as
necessary to obtain a building permit for the proposed 2nd story addition to the existing single-family
residence located at 8223 200th Street S.W. in Edmonds. The gravity system design was performed by
J3 Architects.
The proposed addition will add two bedrooms over the living and dining rooms, and will be constructed
above the existing scissor trusses to avoid disruption during construction. The new roof will be framed
with pre -manufactured trusses spanning to stud bearing walls and the floor system will be conventionally
wood framed with sawn lumber joists. The addition will bear atop existing stud walls landing on the
existing continuous exterior footings. Refer to the 33 calculations for additional information on the
proposed gravity framing system.
The lateral force resisting system consists of sheathed roof and floor diaphragms spanning to wood stud
shear walls around the perimeter of the house. Some of the existing exterior walls are being upgraded to
resist the lateral loads resulting from the addition. All dimensions were provided to us on the J3
architectural drawings.
These calculations are a revision to the original calculations issued in September due to the roof framing
changing directions. The shear wall and overturning calculations have been updated to reflect this.
Scope of Work
Provide lateral calculations for the proposed addition as required to obtain a building permit. Redline
lateral framing requirements onto the architectural plan set. Provide typical framing details as needed.
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)
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 lateral system for the proposed 2nd story addition to the single family residence as designed in the
following calculations conforms to the 2018 IBC and IEBC. Refer to the calculations and structural
sketches for lateral force resisting system requirements. Refer to the 13 calculations and construction
drawings for all gravity framing.
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.
Edmonds, WA 98026
SI-DE5WAY (425) 673-4160
ENGINEERING
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Parameters:
Risk Category:
Exposure Category:
Height Adjustment Factor (A):
Topographic Factor (Kzt):
Least Horizontal Dimension(x):
Mean Roof Height (h):
Basic Wind Speed (V):
- 0
Wind Analysis (Co6v; Elevation)
NO"IE'. T1ic GAWk- FL*-VwTTON C*kNb¢s LESS
a 't'HnN to%. tko "wivis eEaZlb
1_r0 -PA15V'LRF1..�Zan�. �. SE'Fir..zc. CxVF.¢^rS
1.0 See Kzt figures. Tt{1S �T2E c"t7on�•
S!.0 feet
2 7, feet
0 mph, ASCE 7 Hazard Tool i osE- toow. " C msrau,
(QrP'LOJFA BY Svwio.,•g.. co.,r rM1/
2a Calculation: k— 36-bq' ---k
0.1 ' x = 3 A feet Check not less than min...
0.4'h = 9-2 feet 0.04•x = 1.5 feet
min a (unchecked) = 3,q feet 3 Feet = 5. o feet
min check = 3, 0 feet
a(checked) = 3.9 feet
--02=4.,-1 feet S.,170-r, sf�E 6sat.Lb
Wind Areas and Loads
Roof
Factored ASCE 7-16 POO Values,100mph 5 :12, (psf)
Ps30 A= POO 8-
P930 C= Ps30 D=
Roof Wind Areas (fM2)
A= B=
C. D=
Roof Wind Area Loads (#)
Ps30 A . A- Ps30 B ' B=
Ps30 C' C= Ps30 D' D-
ASD
F (Roof)= # SEE , ,al E n-r
F (Floor)= # -rep of SHcef,
I
Floor
Factored ASCE 7-26 Fs30 Values,100mph 5:12, (psf)
Ps30 A= Ps30 B=
Ps30 C= Ps30 D=
Floor Wind Areas (ftA2)
A= B=
C= D=
Floor Wind Area Loads(#)
Ps30 A ` A- Ps30 BB=
Ps30 C ` C= Ps30 D' D-
# Fmin (Roof)=
# Fmin (Floor)=
ASD
# C-CE NOTFZ A-7 #
# TOP of 54CE-Y #
I #
,...mow•-, er nopc� rvo.
Wind Analysis ( r."L€ evation) LFM
8/272021 21069.01
IDE WAY Beebe Residence on�xa Ciw� sIw 03 ENGINEERING
Parameters:
Risk Category: _
Exposure Category: _
Height Adjustment Factor (A):
Topographic Factor (Kzt): _
Least Horizontal Dimenslon(x): _
Mean Roof Height (h): _
Basic Wind Speed (V): _
Wind Analysis CB&OoDss�
3
1,0
1,0 See Kzt figures.
9.%1 feet(bomoi. sc &E s
Z 3 feet
96 mph, ASCE 7 Hazard Tool <7 is*, t0oM1 (yNSER.J.
( WPr Ea b4 SYJoNOT T. cw CWNT4)
b
r> gv
RGVF b€JGL
C1 A t �NrvW
(Fxtst)
C t __ — --
Ft -
--
V. — -- C. b -- —
2a Calculation:
0.1 * x =
0.4 * h =
a(unchecked) =
3,9 feet
9,L feet
3,9 feet
a(checked) = 3,9 feet
2a = feet
Areas and Loads
Roof
Factored ASCE 7-16 Ps30 Values, 100mph5 :12, (psf)
Ps30 A= Zo . 9 Ps30 B= p , O
Ps30 C= I H, S Ps30 D- 0. Z
Roof Wind Areas (ftA2)
A=
C=
, —a0. —4
Check not less than min...
0,04 * x = 1*5 feet
3 Feet = 3, O feet
min - 3,o feet
Floor
Factored ASCE 7-16 Ps30 Values,100mph5:12, (psf)
Ps30 A= Zo . Q P930 B= 0, O
Ps30 C- l yi S Ps30 D- 0 • Z
Floor Wind Areas(ftA2)
B. 3'? •A An -}O, I B= 0. o
D= 2Yo, & C= 351,Z D- 5, S
Roof Wind Area Loads (#)
Ps30 A * A= 991 Ps30 B * B= 0
Ps30 C * C= 2749 Ps30 D * D- 56
ASD
F(Roof)= l44.G #
F(Floor)=
Floor Wind Area Loads (#)
Ps30 A * A- 1116L Ps30 B * B= O
Ps30 C * C= So9Z Ps30 D * D= L
A O�
Fmin (Roof)= 5450 # - 3`l"1So # �)
Fmin(Floor)= (,-4.83 #
(;ov SF 57,o#
Wind Analysis LFM
C C y=� Ic'v ATloty �* 8/27/2021 21069.01
ID E WAY Ropy Beebe Residence oeaae� snca ne
ENGINEERING 0B1e B I S1 z-/ �•o
laS E
AMRCAN SOCIM CF UVy ENGINBNS
Address:
8223 200th St SW
Edmonds, Washington
98026
Seismic
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 401.9 ft (NAVD 88)
Risk Category: II Latitude: 47.818009
Soil Class: D - Default (see Longitude:-122.344881
Section 11.4.3)
1
'
t,nr.�•n. o
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.293
Sol
N/A
S,
0.456
TL
6
Fa
1.2
PGA:
0.552
F ,
N/A
PGA M :
0.662
SMs
1.551
FPGA
1.2
SM,
N/A
la :
1
Sos :
1.034
C,.:
1.359
Ground motion hazard analysis may be required. See
ASCE/SEI 7-16 Section 11.4.8.
Data Accessed:
Fri Aug 27 2021
Date Source:
USGS Seismic Design
MaDs
D11Op°Oo ASCE 7 Hazard Tool Design Values By LFM
08/16/21 21060.01
I D E WAY pro,'d Beebe Residence c"'d1�� Q No.
ENGINEERING
ENGINEERING
MSFRS Seismic Loads
Seismic Parameters:
Latitude/Longitude
Risk Category
Importance Factor, I,
Soils Site Class
SOS
SI
F
SDI
Seismic Design Category
Building Properties:
Response Modification Coefficient, R
Overstrength Factor, no
Deflection Amplification Factor, Cd
Fundamental Period, T,
1.5*T,
47.818009,-122.344881
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)
1.034 (SEAC)
0.456
= 1.844
0.56058
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)
= C,hnx
Ct = 0.02 (ASCE 7-16,
= 0.182
x- 0.75 Table 12.8-2)
k = 1
(ASCE 7-16, Section 12.8.3)
= 0.813215
(If 1.5Ts < Ta, see 11.4.8)
Response Coefficient, C,:
V = 0.044SDSI (Minimum) = 0.045 W
V = (SDSIW)/R = 0.159 W GOVERNS
V = (SD,I)/RT, (Maximum) = 0.474 W
Distribution of Seismic Forces:
Diaphragm
DL
Area
WDL
Story
wihi
w h
Force F
Sum
Level
(psf)
(W)
(kips)
Ht. (ft)
(k-ft)
I w,h,K
(kips)
F,
Roof Framing
20
1589
31.8
19
604
0.64
5.28
5.28
2nd Framing
25
1687.5
42.2
8
338
0.36
2.95
8.24
Base Shear(ULT) _
Base Shear (ASD) _
Diaphragm Design Forces:
I = 74.0 941 1.00 8.24
11.77 kips
8.24 kips
Diaphragm
wi
I W1
F,
i F,
I F,. Wp
F,, (Min)
FP„ (Max)
Fp
Level
(kips)
(kips)
(kips)
(kips)
I W1
0.2SmIw„
0.4smtw,„
Govern
Roof Framing
31.8
31.8
5.3
5,3
5.3
4.60
9.20
5.28
2nd Framing
42.2
74.0
3.0
8.2
4.7
6.11
12.21
6.11
Seismic Design Loads LMF
m" 8/30/2021 21069.01
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ENGINEERING g�3, A , 1't0
X CALCULATION RESULTS REBAR DEVELOPMENT
LENNGTGTH CALCULATOR AUGUST 30, 2021
L
Input Parameters
WMW
C4nGMe Canpreealve
Reber
ItaMr YlMtl
Reber Syeoing
Mln,w Clear
SeI�ADesgn
en
clew
TM
strength
She
Strength
Reber ruatlng
(Center to-Cenlletl
cpvar
ory
f-,080
(e)
f IWO
Sgn)
�smis)
lap Splxe
elm
nWC
2,50D
5
40
Urcwtetll Lnc caaNd
24
3
C-F
a usat" ReMt4rcemem
0.91 0.91
Results
Model No.
Tension Development Length, Idr on)
Compression Development Lengdt, Ida (In)
Oro RR Dlamerer, dbale gn)
SET-XP®
12.00
16.70
0.75
SET-3GTM
12.00
16.70
0.75
Notes
1. For SET-7(P® the value off, used to calculate development lengths Is IhnRed to 2,500 psi when Seismic Design Category C-F Is selected.
2 AdheeNe installation Instructions and parametom can be found at
dncho g Adhesives Technical and InataRM Notes ).
Existing cast -in -place
reinforcing bar -
Existing concrete -
Development length
New concrete
Post -installed
reinforcing bar
Lap Spike Application
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