REVIEWED BLD BLD2021-1083+Structural_Calculations+8.4.2021_2.39.49_PM+2339556RECEIVED
814/2021
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
Structural Calculations For:
Schell Residence
10624 243rd Place SW
Edmonds, WA 98020
Prepared for: Sara Wise Design
Job #: 01941-2020-04
Date: July 9, 2021
11.11 WIN N[118K
SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 O 206.443.6200 -_ ; ssfengineers.com
ENGINEER NG TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253,284.9470
Criteria Sheet
Codes Project Location
Structural
IBC 2018
Street & Number 10624 243rd pi sw
Loading
ASCE 7-16
City: edmonds State: WA
Wood:
NDS 2018
ZIP: 98020
Steel:
AISC 360-16
Concrete:
ACI318-14
Latitude: 47.7782 N
Masonry:
TMS 402/602-16
Longitude:-122.3757 W
Ground Elevation 300 ft
Occupancy Category
Risk Category: II ASCE 7 Table 1.5-1
Seismic Load Summary:
Analysis Procedure: Equivalent Lateral Force Procedure
Lateral System: Light -frame (wood) Walls Sheathed with Wood
Structural Panels Rated for Shear Resistance
R: 6.50 Ca 4
Base Shear V = 8 kips Do 2.5
Ss= 1.281 S1= 0.449
SDS= 1.02 SDI= 0.55
Cs 0.158 IE 1.0
Story Information
# Stories Above Grade (Including Mezzanine Levels) 2
Horizontal and Vertical Irregularities:
Is the building a "Regular Structure"? (No horizontal or vertical irregularities) Yes
Wind Load Summary:
V= 98 KZT 1.00
Exposure = B
Dead Loads:
W odway1 �EsperanCe
I r
(
ECHO LA
RICHMONO
?HI1G HLAN OS
J
—! Map data 42021 Goggle
Roof
Floor
Roofing
2.5 psf
Finish Floor
1 psf
1/2" Sheathing
1.8 psf
3/4" Sheathing
2.7 psf
Trusses @ 24" oc
2.5 psf
Joists @ 16" oc
2.2 psf
Misc./Mech.
1.5 psf
Misc./Mech.
2 psf
Ceiling Finish
2.8 psf
Ceiling Finish
2.8
Solar Panels
4
10.7 psf
15 psf
Use
12 psf
Use
15 psf
Live Loads:
Snow 25 psf
Floor 40 psf
Soils: Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception.
Allowable Bearing 1500 psf Active 55/35 pcf (Restrained/Unrestrained)
Sliding,µ 0.3 Seismic Surcharge 8H
Passive 250 pcf
Schell Phase 2
Criteria
STRUCTURAL
ENGINEERING
DATE
71912021
PROJ. #
01941-2020-04
DESIGN
BDM
SHEET
1
Fr
Seismic Design
ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure
Seismic Force Resisting System Per
Bearing Wall Systems
Table 12.2-1
System
I
Light-frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance
Type:
Seismic Design Cat.
D
Risk Category
II
Site Class
D (Default)
Diaphragm Flexibility
Flexible
Ss
1.281 g
S,
0.449 g
R
6.50
Cd
4.0
no
2.5
le
1.00
hn
18.3 ft
Ct
0.02
x
0.75
Ta
0.18 sec
T
0.18 sec
To
0.11 sec
Ts
0.54 sec
TL
6.00 sec
e
1.20
Fv
1.85
SMS
1.54 g
SM1
0.83 g
Ds
1.025 g
SM
0.554 g
Cs
0.158 Controls
0.481
0.010
Cs, design
0.158
Bldg. Weight
49.1 k
V C W
, II, or III, or IV per Table 1.5-1
assumed default soil properties, per 11.4.3.
?% in 50 yr, Latitude & Longitude lookup
in 50 yr, Latitude & Longitude lookup
fable 1.5-2
fable 12.8-2
fable 12.8-2 Building Period Per
Alternate Analysis
q.12.8-7 T (sec)
Per Geotech Report
fable 11.4-1
fable 11.4-2 Fv
q.11.4-1
q.11.4-2
q.11.4-3
q.11.4-4
q.12.8-2
Eq. 12.8-3 need not exceed, T < Tt
q.12.8-5 or12.8-6 minimum
Section 11.4.8 Exception 2 Applied
s 7.7 k Eq.12.8-1, Strength Level Base Shear
V = Cs s,iW 5.4 k Eq.12.8-1 ASD Base Shear
Vertical Distribution AID o= 1.3 k= 1.000
Section 12.8.1.3 Exceptions
Regular Structure
Yes
5 5 Stories above grade
Yes
T 5 0.5s
Yes
P =1.0
No
Not Site Class E or F
Yes
Risk Category I or II
Yes
IT all exceptions are met, DDS may De to Ken
as 1, but not less than 0.7*(Calculated SDs)
T. = Cthn
Eq. 12.8.7
SMS = F.SS
Eq. 11.4-1
SM1 = F„S1
Eq. 11.4-2
SDS = 2/3 SMS
Eq. 11.4-3
SD1 = 2/3SM1
Eq. 11.4-4
CS = (SDS
Eq. 12.8-2
CS T RIISD1
Eq. 12.8-3
CS = D1 T T L)
Eq. 12.8-4
CS >_ 0.044SDSIe Eq. 12.8-5
CS >_ 0.01
Eq. 12.8-5
CVX = wxh,, 1 wxhk Eq. 12.8-12
F = Ei xF`/ n WP x Eq. 12.10-1
PxEi_X wr
Fpx >_ 0.2SDSIewpx Eq. 12.10-2
Fpx <_ 0.4SDSIeWpx Eq. 12.10-3
Story Shear
ASD
Diaphragm
Force (p not included)
-----
---
-----
Schell Phase 2
Seismic Criteria
STRUCTURAL
ENGINEERING
DATE
71912021
PROJ. #
01941-2020-04
DESIGN
BDM
SHEET
2
O
Wind Design - MWFRS
ASCE 7 Chapter 27 - Directional Procedure
Design Method ASD Location and Building Dimensions
Wind Coefficients
Exposure
B
V=
98
mph
Ka
0.85
Table 26.6-1
Kh=
0.63
Table 26.10-1
KQ
0.99
Table 26.9-1
G=
0.85
26.9.4
Transverse Wind Pressures
L/B = 0.75 h/L = 0.50
Pressure Coefficients from Fiaure 27.3-1:
Bldg Face
Cp
Windward Wall
0.8
Leeward Wall
-0.50
Windward Roof
-0.74 / -0.18
Leeward Roof
-0.50
Wall Pressures (Unfactored):
Calculate Kzt?
No
Kzt
1.00
Roof Type
Hip
Roof Angle - TransverseDir
14
degrees
Roof Angle - Long Dir
14
degrees
Ground to top of roof
23.33
ft
Bot of roof to top of roof
5.75
ft
Mean Roof Height, h
20.455
ft
Short Plan Dimension
40.75
ft
Long Plan Dimension
54.33
ft
Parapet?
No
Ground to top of parapet
ft
Average Parapet Height
ft
Ht of 2nd Level Above Grade
9.5
ft
Velocity Pressure at Mean
Roof He,
qh = 13.0 psf
ASD Roof Pressures (Unfactored) ASD
Ht
K,
q
-11s
mans
.ens Ps
0-15
0.57
11.78
8.01
5.52
9.6
15-20
0.62
12.82
8.72
5.52
9.6
20-25
0.66
13.64
9.28
5.52
9.6
25-30
0.7
14.47
9.84
5.52
9.6
30-40
0.76
15.71
10.68
5.52
9.7
41-501
0.81
16.74
11.39
5.52
10.1
51-60
0.85
17.57
11.95
5.52
10.5
61-70
0.89
18.40
12.51
5.52
10.8
71-80
0.93
19.23
13.07
5.52
11.2
81-90
0.96
19.85
13.49
5.52
11.4
91-100
0.991
20.47
13.92
5.52
11.7
Schell Phase 2
Wind Criteria
STRUCTURAL
ENGINEERING
Windward
Leeward
Horiz Proj
(psf)
Max
Min
-2.0
-8.2
1 -5.5
4.80
DATE
71912021
PROJ. #
01941-2020-04
DESIGN
BDM
SHEET
3
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SWENSON SAY FAG& C ssfengineers.cow SEATTLE 2124 Third Ave. Suite 100, Seattle, WA 98121 1 O 206.443.6212
TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 1 0 253.284.9470