APPROVED BLD-BLD2020-1007+Calculations+1.22.2021_2.33.14_AM+2002816RESUS BLD2020-1007
Jan 22 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT HNLehtinen
En 'neerin
4120 Hoyt Ave.
Everett,.WA 98203
(425) 25272373
...............................................
REVIEWED
BY
CITY OF EDMONDS €
BUILDING DEPARTMENT
I;y-.� Date_I'OI*
Page No.. I of
PROJECT NUMBER ��L70
LOCATION
CLIENT
DESIGN
CRITERIA
CODE
LIVE
LOADS
FLOOR
SNOW
WIND
SEISMIC
DEAD
LOADS
ROOF
y
FLOOR
SOIL, VAI_:UE
BEARING
LATERAL.
24628 ;I,a
�SICNAL�`
2
CALCULATIONS P - BY "
�( /)
---- _ DATE: r STRUCTURAL ONLY
JURISDICTION
ADDITIONAL STRUCTURAL ENGINEERING
REQUIREMENTS OR CHANGES TO PLANS
ENGINEER'S SEAL
ARE AS Si10WN SHT.
IS FOR LATERAL
NOTES, SCHEDULES AND DF,TAH: S PF.R SPIT.
LOADS ONLY,
UNLESS NOTED
HNLehtinen
En ' neerin
4120 Hoyt Ave.
Everett, WA 98203
(425) 252-2373
SC15 N1_I
By . Date
Page No. of
17�) Dd5TRIBU
ASCE. 7-10 per Equivalent Lateral Force
12.8-1 in ASCE 7-10 and equation 12.8-2 in ASCE. 7-10:
V = C.',W
VV here:
_ �, S _
W = effective seismic weight SDs
R
C = seismic response coefficient ` ��
s P
I = occupancy importance factor = 1 per ASCE 7-10 Section 11.5.1 and Table 1.5-�
R = response modification factor
SDS == design spectral response acceleration parameter in the short period range
Now, per ASCE 7-10 Table 12.14-1 and equations 12.8-11 and 12.8-12 in ASCE 7-10:
R - 2 for ordinary reinforced masonry shear wall foundation
R = 6.54 for framed walls with plywood
X7z vx
C — x x S
- C, — Ds V ^ C•S W
-n (l
lw, hRk ` 7 l r:_,
Sl=�7,7 SS= 122.116
Sm5 Fq 5 , -= I) 0 x � 2- -2. 16 = 1, 2-2-
SMi= FvS1-= 1,5x �7,17 v,-►5
�DI - SMI 3 x 01715 ` �� b7
c:
JDS 3 5MS - � x 112 0,�1
Cs = sos/(�) = 014
F=Lo Isrowr)
I, 12 �vwr)
F = (, z (3-,:z1:TvP4I
HNLehtinen
E`n g inee, ring
4120 Hoyt Ave.
Everett, H'A 98203 i
(425) 252-2373
By Date
Page No. of
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4120 Hoyt Ave.
Everett, WA 98203 Page No.
(4 2 5) 25 2 - 2 3.7 3
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.............
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�sl S411 c- CONNECTION DETAILS
co
HNLehtinen
EneaggrW9
4120 Hoyt Ave. -
Everett,.WA 98203
(425) 252-2373.
A 7�
Date
Page No. .—I of
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HNLehtinen
Engineerinv!
4120 HOvt Ave.
Everett, WA 98203
(425) 252-2373
1.3v llate
Page No. .._�..__ of*
pT-
LD;: Cic t Go) '>e' s/
-0 +Q x 2-/ L51"
cS,Q,,F 4x 10 W--itZ-, P,7
FTC I�Sla 6-1111
2x1,65" � 33'sk
�� S � BIZ
Strong -Drive' SDWC
Truss Screws
-he Strong -Drive SDWC Truss Screw is tested in
accordance with ICC-ES AC233 (screw) and AC13
wall assembly and roof -to -wall assembly) for uplift
and lateral loads between wall plates and vertical
vall framing and between the top plate and the roof
afters or trusses. Strong -Drive SDWC15450 -
is recognized for use in chemically-
reated wood as described in the evaluation report.
Material: Carbon steel
:inish: SDWC15450 — E-Coat"; SDWC15600 —
'lear Zinc Coating (with Orange indicator)
Installation: • See General Notes
odes: See p.14 for Code Reference Key Chart
Strong -Drive" SLWC TRUSS Screw Allowable
Roof -to -Wall Connection Loads - DF, SP, SPF, HF
— 47>"
Strong -Drive SDWC15450
Strong-Drive.11
Minor
Thread
Allowable Loads (Ita.)
Model
Diameter
Length
Length
-- -- - — — -- —
DF/SP SPF/HF
Code
No.
(in.)
(in)
(in.)
Ref.
Uplift
Ff
__-
F2
Uplift
Ft
___
F2
SDWC15600
0.152
6
53/4
615
1 130
1 •225
485
115
192
IP5, FL,
1. Loads have been increased for wind and earthquake (CD = 1.6);
no further increases allowed. Reduce when other loads govern.
2. Allowable loads are for a Strong -Drive SDWC Truss screw installed
per the 'Recommended' or 'Optional' installation instructions.
The Strong -Drive SDWC Truss screw is to be installed through
a double 2x top plate into a minimum 2x4 truss or rafter.
3. A Strong -Drive SDWC Truss screw may be used in each ply of
a 2- or 3-ply rafter or truss. The allowable uplift load for each
screw shall be multiplied by 0.90, but may be limited by the
capacity of the plate or the connection between the top plate to
the framing below. Strong -Drive SDWC Truss screws in multi -ply
Typical Roof -to -Wall Con
Typical Strong -Drive® SDWC
Installation - Truss Aligned with Stud
(Offset truss similar)
Optional Roof -to -Wall Connection
Optional Strong -Drive' SDWC
Installation - Truss Offset from Stud
30' max. -
assemblies must be spaced a minimum of 1 Ys" o.c.
4. Screws are shown installed on the interior side of the wall. Installations
on the exterior side of the wall are acceptable when the rafter or truss overhangs
the top plates a minimurn of 31h".
5. For uplift continuous load path, plate -to -stud connections
6. When the screw is loaded simultaneously in more than one direction, the allowable
load must be evaluated using the following unity equation: (Design Uplift _ Allowable
Uplift) + (Design Ft _ Allowable Ft) + (Design F2 _ Allowable F2) < 1.0.
7. Table loads do not apply to trusses with end -grain bearing.
p plate -to -stud and top -plate splice fastened per applicable building -c e. �f
�.
w Do not install
Strong -Drivel=
SDWC in
hatched area
Overhang w. min.
!. l 13/4" max.
Allowable Installation Range
(Truss offset from stud only)
112" minimum
edge distance Splice m
for full values be in upper or
y
(with or without lower plate
a plate splice)
'a
C
fC
N
CL
M
Offset 1/4" from
i
top plate splice
for full values
Min. Edge Distance for;
Top Plate Splice
/2" minimum
edge distance Splice may
for full values be in upper or
(with or without lower plate
a plate splice) 0
Offset %" from —�
top plate splice
for full values
Min. Edge Distance for
Top Plate Splice 319
..........
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CONNECTION DETAILS
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APN. 006466000005011II
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SECTION A
eet Na 7 Y M— ttt� Sh N m.
DECK SECTIONS
AND DETAILS
DETAILS FOR GUARD CONNECTIONS THAT
CAN RESIST A SINGLE CONCENTRATED 1
LOAD OF 20G LBS SECTION B Date: 9/28/2020
DETAILS FOR GUARD 1:49:17 PA
CONNECTION Scale: Scale
Al 05