REVIEWED BLD2022-0764+Structural_Analysis_or_Calculations+6.10.2022_3.14.51_PM+2925987RECEIVED
Oct 03 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REVIEWED...........
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
Structural Calculations For:
Molly Moon's TI
558 Main St
Edmonds, WA 98020
BLD2022-0764
Prepared for: Migration Design Studio
Job #: 12961-2022-01
Date: April 11, 2022
/STRUCTURAL
NGINEERING
SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121
TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 206.443.6212
CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 +� ssfengineers.com
Criteria Sheet
Codes Project Location
Structural IBC 2018 Street & Number 558 Main St
Loading ASCE 7-16 City: Edmonds State: WA
Wood: NDS 2018 ZIP: 98020
Steel: AISC 360-16
Concrete: ACI318-14 Latitude: 47.8103 N
Masonry: TMS 402/602-16 Longitude:-122.3764 W
Ground Elevation 76 ft
Occupancy Category
Risk Category: II ASCE 7 Table 1.5-1
5eavlew Park
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 Cd= 4
aoO"L
N MOS
Base Shear V = 13 kips Co 2.5
Marina
A nds -
Ss= 1.286 Si= 0.453
ach Park
~?
SDs= 1.03 SDi= 0.56
Cs 0.158 le= 1.0
iaa
Story Information
Woodway
Esperance
'sue
# Stories Above Grade (Including Mezzanine Levels) 3
: f
i
Horizontal and Vertical Irregularities:
• • *
Map data fd2022
Is the building a "Regular Structure"? (No horizontal or vertical irregularities)
No
Wind Load Summary:
V= 98 KZT= 1.00
Exposure = B
Dead Loads:
Roof Floor
Roofing 1 psf Finish Floor
2 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 5 psf
11.7 psf
15 psf Use
12 psf
Use 15 psf
Live Loads:
Floor 40 psf
Snow Loading Criteria:
Ground Snow, p9 20 psf Flat Roof Snow Load, pf 25.0 psf
Exposure Factor, CQ 1.00 Sloped Roof Snow Load, ps 25.0 psf
Thermal Factor, Ci 1.00
Importance Factor, Is 1.00
Slope Factor, Cs 1.00
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
ROSTRUCTURAL
ENGINEERING
Molly Moon's
Criteria
DATE 411112022
PROD. #
DESIGN TEA
SHEET 1
E
0
m
m
c
CM
c
N
0
r
I
CO/STRUCTUMAL
Ep
ENGINEERING
- --- ----
(
;co
L�
LL
z
0
W
z
w
Beam Analysis
Beam:
Load
Dead Live Roof Live Seismic Factored Location
0.000
Wz
0.000
W3
0.000
Y
w4
0.000
a
Ws
0.000
a
W6
0.000
o
w7
0.000
W8
0.000
W9
0.000
w10
0.000
t1
0.000
x
t2
0.000
—
6
13
0.000
o
t4
0.000
t5
0.000
t6
0.000
P1
-0.427
-0.427
9.17
PZ
0.427
0.427
12.17
P3
0.000
P4
0.000
c
P5
0.000
a
P6
0.000
P7
0.000
P$
0.000
P9
0.000
P10
0.000
Steel Beam Section INONE
of Supports
)tal Beam Length
�ft End Condition
aht End Condition
Location, ft
9.17
Shear, k
-0.09
Moment, k-ft M =
-0.84
Deflection, in D =
0.22
4/Span
U751
Beam Loading Diagram
Span V, (kips) VR (kips) M(-) (k-ft) M(+) (k-ft) ATE (in) a x = L/ ALL (in) @ x = L/
—r PROJECT Molly Moon's TI
ACx` Post in wall
STRUCTURAL
ENGINEERING
DATE
PROD. #
DESIGN
SHEET
Dead
1.00
Live
1.00
Roof Live
1.00
Seismic
1.00
� O
ry v
m rn
Stresses # Input
N
Location
f (psi)
-7
1
O G
fb (psi)
-571
M y.
65 70
f • A (psi)
0
f• MIN (psi)
-7
°
fb_Mnx (psi)
114
o
m
H
fb_MIN (Psi)
-570
3 w
E (ksi)
1700
b (in)
3.5
d (in)
5.5
1 (in)
48.526
S (in)
17.646
A (in2)
19.25
1 (Override)
S (Override)
[A(Override)
411112022
TEA
1
N
O
ran',
II ClarkWestern Building Systems
CW Tech Support: (888) 437-3244
clarkwestern.com
2007 North American Specification ASD
DATE: 3/23/2022
SECTION DESIGNATION: 350S250-43 [33] Single
Input Properties:
Web Height =
Top Flange =
Bottom Flange =
Stiffening Lip =
Punchout Width =
Wall Solver Design Data - Simple Span
Wall Height 14.00 ft
Lateral Pressure 10.00 psf
Stud Spacing 24.0 in
3.500 in
Design Thickness =
0.0451 in
2.500 in
Inside Corner Radius =
0.0712 in
2.500 in
Yield Point, Fy =
33.0 ksi
0.625 in
Fy With Cold -Work, Fya =
33.0 ksi
1.500 in
Punchout Length =
4.000 in
Deflection Limit L/240
Axial Load 0 lb
Check Flexure
Load Multiplier for Flexural Strength = 1.00
Flexural Bracing: Full
Mmax = 490 Ft -Lb <= Ma = 710 Ft -Lb & Ma(distortional) = 750 Ft -Lb
K-phi for Distortional Buckling = 0 Ib*in/in
Check Deflection
Deflection Limit: L/240
Load Multiplier for Deflection = 1.00
Maximum Deflection = 0.647 in Deflection Ratio = L/260
Check Shear
Vmax = 140 lb (Including Flexural Load Multiplier)
Shear capacity not reduced for punchouts near ends of member
Va = 1739 lb >= Vmax
Check Web Crippling
Rmax = 140 lb (Including Flexural Load Multiplier)
Web Crippling capacity not reduced for punchouts near ends of member
End Bearing Length = 1.00 in
Ra = 278 lb >= Rmax, stiffeners not required