REVIEWED BLD2022-1685+STRUCTURAL+12.12.2022_8.47.08_PM+3265278PLAN INSTRUCTIONS
READ THIS FIRST
These plans are organized so that more detailed or specific information is found in the same
way by following the direction shown below:
GENERAL STRUCTURAL NOTES
SCHEDULES, DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES for more specific
information.
SCHEDULES
DETAILS and PLANS will often refer to GENERAL STRUCTURAL NOTES and SCHEDULES for more
specific information.
DETAILS
PLANS will often refer to GENERAL STRUCTURAL NOTES, SCHEDULES and DETAILS for more specific
information.
PLANS
See the SYMBOL LEGEND as well as ABREVIATIONS AND ACRONYMS for other additional
information used on the PLANS. The term, TYPICAL (or TYP), used with a detail callout or plan note,
indicates that the information specified shall apply in all similar conditions.
IF YOU HA VEANY QUESTIONS OR CONCERNS CONTACT US IMMEDIA TEL Y.i
We can be reached immediately by phone: (425) 778-1023
For less pressing questions, email us: inbox@ssseng.com
Please help us get to your plans by having this job number handy: s2208008
ABBREVIATIONS AND ACRONYMS
ABV
ABOVE
E.S.
EACH SIDE
O.C.
ON CENTER
A.B.
ANCHOR BOLT
E.W.
EACH WAY
P.T.
PRESSURE TREATED
BLW
BELOW
EA
EACH
REINF
REINFORCEMENT
BLK
BLOCK
E. N.
EDGE NAILING
REQD
REQUIRED
BLKG
BLOCKING
EMBED
EMBEDMENT
SCHED
SCHEDULE
B.N.
BOUNDARY NAILING
EXIST
EXISTING
SIM
SIMILAR
BTM
BOTTOM
FDN
FOUNDATION
STD
STANDARD
BRIG
BEARING
FLR
FLOOR
STRUCT
STRUCTURAL
BTWN
BETWEEN
FRMG
FRAMING
SW
SHEARWALL
CLR
CLEAR
FTG
FOOTING
THRU
THROUGH
CLTR
COLLECTOR
G.T.
GIRDER TRUSS
T.R.
THREADED ROD
CONIC
CONCRETE
GR
GRADE
TYP
TYPICAL
CONN
CONNECTION
HORIZ
HORIZONTAL
U.N.O.
UNLESS NOTED
CONT
CONTINUOUS
MAX
MAXIMUM
OTHERWISE
CTR
CENTER
MFG
MANUFACTURED
VERT
VERTICAL
DBL
DOUBLE
MIN
MINIMUM
w/
WITH
DET
DETAIL
o/
OVER
w/o
WITHOUT
E. E.
EACH END
oc
ON CENTER
W.W.F.
WELDED WIRE FABRIC
DESIGN CRITERIA
Governing Code 18 IBC Risk Category H
Wind Design Data
Basic Wind Speed (3 sec gust) mph
98
Surface Roughness
B
Wind Exposure Category
C
Earthquake Design Data
Seismic Importance Factor, Ie
1.00
Site Classification
D
Short Period Acceleration, SS
1.298
1-Second Acceleration, S1
0.458
Seismic Design Category
D
Spectral Response Coefficient, Sps
1.038
Spectral Response Coefficient, Sol
1 0.562
Gravity Load Data
Internal Pressure Coefficient +/-
0.18
Topographic Factor, KZt
1.00
Ground Elevation Factor, Ke
0.99
Seismic Force Resisting System
ITable 12.2-1: A-15
2016 Equiv. Lateral Force Procedure
Response Modification Factor, R
6.5
6.5
Transverse
Longitudinal
Seismic Response Coefficient, CS
0.160
0.160
Transverse
Longitudinal
Seismic Base Shear, V
0
Ibs
loads are psf
Dead Live
Snow
Rafters'
*Pitches < 8:12 15 0
25
Decks: loads are psf
Dead Live
Snow
Joistss 20 60
25
Notes apply as called out in table above.
1 Rafters of sawn lumber or wood I -joists.
5 Joists of sawn lumber or wood I -joists.
Assumed Soil Data
Allowable Soil Bearing 2000 psf
The following documentation shall be available on '
site for the building inspector:
= 0 COE APPROVED ARCHITECTURAL PLAN SET '
1
COE APPROVED STRUCTURAL PLAN SET
1
COE REVIEWED CALCULATION PACKET
■❑ ENERGY CREDIT WORKSHEET '■
1
- F—] SITE PLAN •
■ F-1 CIVIL PLAN i
■ F-1
1
1
■ 1
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021
GENERAL STRUCTURAL NOTES
CODE All conditions, materials and construction shall conform to the code specified in the DESIGN CRITERIA, or
other codes required by the governing jurisdiction.
PROTECTION Through maintenance and current best practices, provide a building envelope that will preserve
the integrity of the structure throughout it's lifetime.
INSPECTIONS Notify Building Department for inspections required by local jurisdiction.
FOUNDATIONS AND RETAINING WALLS Extend footings to undisturbed bearing soil. Do not backfill until all
slabs and/or horizontal diaphragms are constructed, otherwise provide temporary bracing to resist movement.
See applicable detail(s): FTG DF
CONCRETE f'c = 3000 psi minimum for environmental exposure (2500 psi used in structural design, or
unless greater psi indicated on the plans). 5 1/2 sacks of cement per cubic yard of concrete and a maximum
of 6 gallons of water per 94 lb sack of cement. Maximum slump is 4". Segregation of materials shall be
prevented through proper handling and placement.
REINFORCING STEEL #4 bars and larger shall be Grade 60 deformed bars, and #3 bars shall be
Grade 40 (u.n.o.), in accordance with ASTM A-615. Lap splices 32 bar diameters u.n.o. Welded
wire fabric shall conform to ASTM A-185 and shall be 6x6 - W1.4xW1.4. Lap one full mesh at splices.
CLEAR COVER 3" clr when cast against Earth and 2" clr in all other locations, u.n.o.
WOOD FRAMING in contact with concrete or masonry, or exposed to weather, shall be pressure treated.
Numbers in parenthesis, IE (1-1), refer to corresponding engineering calculations.
CONNECTORS AND FASTENERS Fasteners, including nuts and washers, and connectors in contact
with pressure treated wood shall be hot -dipped zinc -coated galvanized.
EXCEPTION: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate
preservative treated wood in an interior, dry environment shall be permitted.
SOLID SAWN LUMBER shall meet the following minimum grades (u.n.o.) conforming to "WWPA GRADING
RULES FOR WESTERN LUMBER", latest edition:
BEAMS, POSTS, RAFTERS, JOIST
6X and wider DF#1
WALL STUDS
2x HF#2
ENGINEERED WOOD shall meet the following minimum properties:
Callout E x 106 (psi) Fb(psi) Fc par (psi) Fc perp (psi) Fv(psi)
LSL 1.55E 1900 2050 900 310
CONNECTIONS and fasteners shall be per CODE Table 2304.10.1 u.n.o. The symbol, #", indicates a hardware
connector from the most current Simpson Strong -Tie Catalog. Hardware with equivilent or greater capacities
from other manufacturers may be substituted, example you can use USP's Dual Specification Chart to make an
equivilent or greater capacity selection. Install per the manufacturer instructions.
Fasteners and hardware in contact with pressure treated wood shall be hot -dipped zinc -coated galvanized.
NAILS All nails shall be "Standard Common" size per the latest edition of the National Design Specification
for Wood Construction (NDS) u.n.o.
POST CAPS Provide a post cap on isolated columns that most nearly matches the actual member size(s)
U.N.O. Each connection shall have a minimum of (3)10d to the post and (3)10d to the beam.
JOBSIITE SAFETY Sound Structural Solutions Inc has not been retained or compensated to provide design
and/or construction review services related to the contractor's safety precautions or to means, methods,
techniques, sequences or procedures for the contractor to perform their work. The undertaking of periodic site
visits by the ENGINEER shall not be construed as supervision of actual construction and not make him responsible
for providing a safe place for the performance of work by the contractor, subcontractors, suppliers or their
employees, or for access, visits, use work, travel, or occupancy by any person.
OWNERSHIP OF DOCUMENTS These drawings and calculations are the intellectual property of Sound Structural
Solutions Inc. These drawings may not be used in whole or in part by any person without permission of Sound
Structural Solutions Inc.
MISCELLANEOUS The contractor shall verify dimensions and conditions at job site. The contractor shall
provide temporary bracing as required until all permanent connections and stiffenings have been installed.
Do not scale drawings. Pre -fabricated items to be handled and installed per manufacturer's recommendations.
EXISTING CONDITIONS
THE FOLLOWING FRAMING ASSUMPTIONS WERE MADE IN OUR DESIGN ;
• SPAN DIRECTION AND CONSTRUCTION OF ROOF AND FLOOR
FRAMING
• SIZE AND SPACING OF EXISTING RIM AND FLOOR JOISTS
• PRESENCE OF STEM WALL AND FOOTINGS
THESE ARE REASONABLE ASSUMPTIONS BASED ON PHOTOGRAPHS,
DESIGNER DOCUMENTATION AND TYPICAL CONSTRUCTION STANDARDS.
IT WILL BE NECESSARY, HOWEVER, TO VERIFY THESE ELEMENTS DURING
DEMOLITION WHEN FURTHER OBSERVATIONS CAN BE MADE. THIS
OFFICE IS AVAILABLE TO PARTICIPATE SHOULD THE SITUATION BECOME
COMPLICATED.
THE STRUCTURAL MEMBERS AND ASSEMBLIES SHALL BE CONSTRUCTED
AS SPECIFIED ON THE PLANS. EXISTING CONSTRUCTION IS ADEQUATE
WHERE IT MEETS OR EXCEEDS THE MATERIAL GRADES AND
SPECIFICATIONS WE PROVIDED THROUGH PLANS, DETAILS AND
GENERAL NOTES.
WHERE EXISTING CONDITIONS OR OUR PROPOSED CONSTRUCTION
DIFFERS, THEN, EITHER CONSTRUCT AS SHOWN ON OUR PLANS OR
CONTACT THIS OFFICE TO DISCUSS OPTIONS.
2x10 BLOCK
EACH SIDE
• JOIST
(5) 10d NAILS
A EACH SIDE & POST, MA'
EACH POST POST AB(
INTERIOR POST CONNECTION
N.T.S.
"O THREADE
#HTT4 w/ (18)
DECK
FIGURE 502.2.2.3
EXISTING HOUSE - -
DALL I DECK ATTACHMENT FOR LATERAL LOADS
NAILING
TO JOIST
IN
N.T.S. DALLA
SOLID RIM
DECKING BY OTHERS
LEDGER ELEV.
CTR OF RIM
8" TYP. 8" TYP.
1" MIN. 16" 0.22"4 x 4" #SDWS
2" MAX. TYP, SCREWS @ 8" oc
2x(MATCH JOIST) P.T. LEDGER
EXTERIOR DECK LEDGER
N.T.S.
%" 4 GALV M.B.
OR THREADED ROD
w/ NUTS & WASHERS
(2) #DTT2 w/
A (8) % x 1 % #SDS ea
Y" 4 GALV M.B.
OR THREADED ROD
w/ NUTS & WASHERS
(2) #DTT2 w/
B (8) % x 1 % #SDS ea
EXISTING
HOUSE ~�
EDLA
4x4 MIN. POST
@ 6-Toc MAX, TYP
2x8 (MIN)
BLKG
2"
2"
(2) #DTT2 w/
(8) % x 1 % #SDS ea
TESTED POST -TO -DECK ASSEMBLY BY
SIMPSON STRONG -TIE PUBLISHED IN
REPORT (T-C-GRDRLPST20)
HOLDOWN GUARDRAIL POST APPLICATION
N.T.S.
HGP
X" 4 x 6" SDS SCREW [E] RIDGE BEAM
ONE SIDE, ALTERNATE
SIDE AT EACH RAFTER
[E] RAFTERS [N] RIPPED 40,
BEVEL TO MATCH
[E] RAFTERS
#A35F EACH SIDE
@48" oc
[N] RIDGE BEAM
EXISTING RAFTER TO RIDGE
N.T.S.
DIMENSIONS ASSUMED IN DESIGN
VERIFY DURING CONSTRUCTION
CONCRETE 8'-0" MAX
BASEMENT
WALL
CONCRETE FOOTING 8" MIN
16" MIN
REM I REMODEL VERIFICATION
N.T.S. REM
FOOTING DIAMETER
POST
8" MIN CONCRETE FOOTING
18" MAX FINISH GR
BRG
SOIL I
DECK BEAM FOOTING
N.T.S.
\ 0_1 A
12"
MIN
FOOTING SCHEDULE
CENTER UNDER CONCENTRATED LOAD U.N.O.
FOOTING SIZE
REINFORCEMENT
ID
WIDTH
(Transverse)
I LENGTH
I (Longitude)
THICKNESS
LONGITUDE
TRANSVERSE
F1.3m
V-4" DIAMETER
See DF
None
None
F2m
2'-O" DIAMETER
See DF
None
None
F2.5
2'-6"
2'-6"
10"
(3) #4's
(3) #4's
LONGITUDE REINF
TRANSVERSE REINF pf1ST Tn FT(;
/ \ THICKNESS
LENGTH
WIDTH (LONGITUDE)
(TRANSVERSE)
PLYNTH ON FTG
FOOTING, TYPICAL
N.T.S.
DF
FTG @ WALL
FTG @ WALL CORNER
FTG UNDER SLAB ON GRADE
FTGC
SSS Number:
s2208008
Project Name:
8219 Sierra Drive
Owner:
The Little Group
Project Location:
8219 Sierra Drive,
Edmonds, WA
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This space reserved for
governing jurisdiction stamps
BLD2022-1685
RECEIVED
Dec 14 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 11/8/2022
REVISED: ---S1
-
V-3" MAX
(5) POSTS @ 8'-0" oc MAX
SYMBOL LEGEND SLEXP
-------------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 at dropped
condition u.n.o.
JAL U1
HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL
STRUCTURAL NOTES for the minimum size hanger. If a different model no. is required, it will be noted on the plan.
JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max
spacing between members will be indicated in bold type with a symbol which is representative of the layout of the
entire level.
POST Indicates the location of a post within walls below framing. Sizes are indicated on the plan. Grades are
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Consult detail BHS for posts not indicated on
the plans.
F- —1 F2 SPREAD FOOTING
See CONCRETE and REINFORCING BAR specifications per DETAIL FTG & DF.
L_ _ J
EXISTING CONCRETE WALL AND CONTINUOUS FOOTING
See assumed design parameters per DETAIL REM.
DROP BEAM _ I DROP BEAM I _ DROP BEAM _ DROP BEAM
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o a ohe
z
dy
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LU
V
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a�
N EDL N
(9�
2x P.T. LEDGER
DALL
6x6 w/
#CS16 @ TOP E.S.,
11" MIN END LENGTH w/ 10d NAILS
[N] 3-20 STUDS #ABU @ BTM
3-1 % x 18 LSL RIDGE BEAM (1-1)
STORAGE
FIRST FLOOR FRAMING PLAN
1/4" = V-0"
F20
/ 1
F1.30 F1.30
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F240
� 1
AS REQTD TO NOT DISTURB
(5) POSTS @ 8'-0" oc MAX
F240
TYP DF
BASEMENT AND FOUNDATION PLAN
1/4" = V-0"
EX,
LU
w
lZ
Z
4A P.T. POST (MAX HEIGHT OF 8'-6")
w/ #PCZ @ TOP
#ABU @ BTM N
(TYP 7 PLCS) F
sIM EDL L
6x6 w/
#CS16 @ TOP E.S.,
11" MIN END LENGTH w/ 10d NAILS —
IPC
3-11/4 x 18 LSL RIDGE BEAM (1-2)
F240 F240
V-0" MAX
/— FRAMING ABOVE
ETR TYP
NOTE: THIS IS A SCHEMATIC REPRESENTATION
OF THE BUILDING. THE DIMENSIONS AND
FRAMING LAYOUT IS A REPRESENTATION ONLY.
DO NOT SCALE OR UTILIZE THIS FOR ANY
PURPOSE BEYOND THE DECK CONSTRUCTION OR
BEARING WALL REMOVAL OF THE SECOND FLOOR.
MASTER BEDROOM
[N] 3-20 STUDS
3-1 a x 18 LSL RIDGE BEAM (1-3)
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
NOTE: THIS IS A SCHEMATIC REPRESENTATION
OF THE BUILDING. THE DIMENSIONS AND
FRAMING LAYOUT IS A REPRESENTATION ONLY.
DO NOT SCALE OR UTILIZE THIS FOR ANY
PURPOSE BEYOND THE DECK CONSTRUCTION OR
BEARING WALL REMOVAL OF THE SECOND FLOOR.
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
SSS Number:
s2208008
Project Name:
8219 Sierra Drive
Owner:
The Little Group
Project Location:
8219 Sierra Drive,
Edmonds, WA
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This space reserved for
governing jurisdiction stamps
RECEIVED
Dec 14 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 11/8/2022
REVISED: ---S2
-