REVIEWED BLD-BLD2021-1156+Calculations+8.19.2021_3.00.53_PM+2366309..,.,.,.,.,...............................,
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
HNLehtinen
Engineering
4120 Hoyt Ave.
kvcrett, WA 98203
(425) 252-2373
ByDate �1
'age No. �� of
PROJECT' NAME g;LLER
PROJECT NUMBER �-`
/
LOCATION
Cl JENT
DESIGN CRITElUA
CODE
LIVE; LOADS
FLOOR
SNOW
WIND
SEISMIC
DEAD LOADS
ROOF
FLOOR
SOIL VALUES
BEARING
LATERAL
14-0DERK17M-EYrER i of �\
I
(S C7O PSG
CAL .ill TIONS PP OV , BY-
DA'i L AlUCTUIZAL ONLY
JURISDICTION
ADDMONA1, STRUCTURAL ENGINEERING ENGINEER'S SEAL
REQUIREMENTS OR CHANGES TO PLANS IS FOR LATERAL
ARE. ASSHOWN SHE WADS ONLY,
NOTES, SCHEDULES AND DFTAIIS PER SLIT. IJNLFSS NOTED
RECEIVED
Aug 23 2021
DEVELOPMENT SERVICES
DRTMENT
Zv
HNLehtinen
Engineering
4120 Hay[ Ave.
Everett, WA 982O3
(425) 252-2373
By Date
Page No. of
SEISMIC- LOAD Df 5TRiBUTI C)N1
ASCE 7-10 per E u ivalent Lateral Force
12.8-1 in ASCE 7-10 and equation 12.8-2 in ASCE 7-10:
Where:
' C,W!
W = of%ctrve seismic weight CS = SD
CS = seismic response coefficient 0/1)
I = occupancy importance factor = L per ASCE 7-10 Section I 1.5.1 and Table 1.5-2-
R = response rnodihcation Factor
Sos = design spectral response acceleration parameter in the short period range
Now, per ASCE 7-I0 Table 12.14-1 and equations 12.8-11 and 12.842 in ASCE 7-10:
R = 2 for ordinary reinforced masonry shear wall foundation
R = 6.54 For framed walls with plywood
F = C.V = �,.S ROR POLE aLi-fii
k
C� = Ir C5 = qns V = CSW
EWA, 0/1)
S1=17t�7, 5,=-I22,�6
SMl I, 5 � 17,17 = 017I 5
t)Da 3 J MI = 3 x 0,715 �r 17
�5 3 jMS= I,22,-Q gl
3
C s - S �� o
J
F= I, o [-CMR�
F-- 1� 1(2— iMP17
F2 [3 sir
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HNLehtinen
Engineering
4120 Hoyt Ave. - Page No. of
Everett, WA 98203
(425) 252-2373
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HNLehtinen
En rineering
4120 Hoyt Ave. Everett, WA 98203
(425) 252-2373
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HNLehtinen By Date
Engineering
4124 Hdyt Ave. - Page No. ! � of _
Everett, WA 98203
(425) 252-2373
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HNLehtinen By Date
Engineerir�
4120 Hoyt Ave. - Page No. - of _
Everett, WA 98203
(425) 252-2373
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`�'� sots y"a'^° s"1D`0 MAIN LEVEL DECK FRAMING PLAN _
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DECK STAIRS FRAMING E) GRAMS A 1.3
3 DECK PLAN uxr ia••ro• �:
HNLehtinen
Engineering
4120 F3ovt Ave.
Fverett, WA 98203
(425) 252-2373
BY-- Date
Page No. of
COL. (SEE PLAN)
-SIMPSON CBQ
-•FIN .GRADE
n
#3@12'O.0
a
a �
#4 @ 12' O.C. iv
EA. WAY ------ - - — 4
PLAN
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�� 7 a6
requirements.
.1. All 2 inch lumber be kiln dried.
4. Joists and rafters to have 2" thick solid blocking at supports.
5. Joists to be anchored to masonry wails with 10ga. X 1-1l2" x 10"
steel •rnchors (with 2" hooks) _a^,4'-0" o.c. max. Nail to Joists or
blocking with 8- 10d nails.
yc PI.00Z ! ROOT JOIST
i$'Nrf'IR t2 -------ib
■ t3'r
4,x BEN-15
VOLIS-FIR/LAt 4H 4.2
Fb ■ 6-
bx DEAU-r
DOUS-FIR -kW.H 42
—Fig ME
COLUMNS
DOLWr-FIR/LARCH n----Fb
■ 67
LUMt13M NOT NOTED
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HNLehtinen
En ineering
4120 Hdyt Ave.
Everett, WA 98203
(425) 252-2373
D. Excavating and rill
By Date
Page No. l of
1. Fxcavalion and fall shall gcgerally conform to IBC 2015
Chapter 14 and Appendix J TUC 2018
2. Foundation, wall, and slab areas shall have all existing unsuitable
Fill materials removed and disposed of off -site, and he excavated
down to suitable undisturbed native soils.
Excavated material may be used for fill if approved by Fngiocer o
Geotectl.
E. Wood Roof Trusses
Shall be factory fabricated trusses. Design and fabrication shall
conform will) the requirements of the International Building Code
and Design Specifications for Light Metal Plate Connected Wood
'Trusses published by the Truss Plate Institute.
Engineering design and shop drawings bearing the stamp of a
professional engineer registered in the State of Washington and
showing All details of construction required for a complete
installation shall be submitted to the Architect for review.
treaders -23, typ. interior bearing wails for DF02 Y-0"
3-2x1 or 2-zx' exterior walls DFli2<6'-0"
( unless otherwise noted ou plan).
1. Timber Framing
1. All lumber to be graded per Book No. 16 of the West Coast Lumb
Inspection 13ureau.: IiFIDF No.2 for joists, rafters and light
framing, plates, bracing and 4" wide beams. DF4? For post and
other beam. HF/DF stud for 2%4 studs.
2. Comply with a latest edition of the NFPA "National Design
Specificalion" as modified by the IBC for all structuril timher
requirements.
3. All 2 inch lumber he kilu dried.
4. Joists and rafters to have 2" thick solid blocking at supports.
5. Joists to be anchored to masonry walls with IOga. X 1-1/2" x 10"
steel anchors (with 2" hooks) g4'-0" o.c. max. Nail to joists or
blocking with 8- 10d nails.
?zc STUDS
HE"R
1x FLOOR 4 ROOr JOIST
H5 -MK �^---�---���
■ g�
4( EZAH
D0I.krflRA.#P44i M�
8
6x
DOUS-FIRA-AR4H Jr2
—Fb = 8E
P0U�6-�F1�W�-AR�i:H
*:' -
Fts ■ 8'7
�C-OL�U�M�
1-Lt-TER NOT No—q`V
V0L6-F Vr+r1T�6H +1
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HNLehtinen BY - Da to ---
Engineering 1
4120 Hdyt Ave. - 'age No. r of _
Everett, WA 98203
(425) 252-2373
STRUCTURA L NOTLS
Con%iructinn to meet International Building Code 20151 IBC 2U1L"r
A. Live Loads
Roof/ Snow Load -5 psf
Wind -1 tOMPH. Exp. "B"
Seismic —Category D
li Soil and Foundation Data
1. Design hen ring strength I VO psf. Coefficient of friction 0.25.
I'assivc resitit.,nee = 300 pcf. Carry all footings down to undisturbed
soil, minimum depth =1'-6" unless noted.
2. Carry 911 footings down to undisturbed soil, minimum depth =1'-6"
unless noted or compacted fill 95% per ASTM D-1557.
C. Concrete
1. Detail, fabricate, and place re -steel as shown in AO " Manual of
,standard Practice" ACI 31B.— I-}
2. Concrete of following 29 day test strength.
a. f =3000 psi, 5-1/2 sack cement per cubic yard, ( no testing
required)
l�. Precast walls f =3000 psi.
c_ Maxiinum slump 4" r----------
d. Reinforcing fy=40,000psi. 3" cover steel reinforcment cast
aginst earth. 2018 IRC R403.1.3.5.3 I
J
.1. Cover (Clear Dimensions). /-- �--------��
a. Exterior faces of walls 1-112".
b. Vertical faces exposed to earth 2' .
e. Bottom of elevated slabs 1" clear.
4. Lap all field splices 30 diametcn. Bend wall and footing bars 18"
around
all corners, or use corner bars.
5. dowel all exterior projections to structure with #4 bars at 12"
honked into wall.
6. Place no bacicfill against foundation walls until floors ire in place.
7. Incorporate to calcium chloride admixtures where aluminum alloy
material% are embedded.
8. All wood forms used for concrete in the ground or between
foundation sills and the ground %hall be removed.
HN.t,ehlinen
Fai inecrin
4120 lluyt Ave.
L;verctl, WA 9820.1
(42S) 252-2373
lttr_ DORSERS/ % CLL1--� � CK
IN)LOI I, k/ 15l
Structural nnd/ or civil engineering services
Lateral Bracing Design
(Wind and ISeismic Loads)
12 x 3a/10 x Z-6 aecy, DeU42�'j
pow/ &�-t1 / LPs:F,R> /
PT-6 , ce-M at4
Gravity Loads Design, regncstcd by City or Count -
And any additional design or redesi-ow. 5110/ hour.
Please make check payable to: ilNLehtinen E.rigincering
4120 IloY1 Ave.
E.verett, WA 98203
:f you have any questions, please call (425)2S2-237:1.
rf
Thank ynu. -
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