BLD2024-0289+Structural Plans+9.20.2024_7.31.50_AM+4513303SH EARWALL SCHEDULE
SW EXP
Notes apply as called out in table below.
1 Anchor bolts embedded at least 7", or 1/2"0 *Titen-HD w/ 4" min embed. See detail SWB/S2.0.
2 #MASAP can be installed instead of sill bolts with washers. When replacing'/z"0 sill bolts use 7-10dx1'/2"
nails (minimum nailing) and when replacing 5/8"0 sill bolts use 9-10dx11/2" nails (maximum nailing).
3 See detail SWF/S2.0. Connections vary depending on condition. 3a May substitute 16d toe nails @ 8"oc for *A
4 See detail SWR/S2.0. Letter designations a & b refer to specific conditions. For gable -end roof
connections see detail SWF/S2.0.
5 See detail SWB/S2.0.
SHEAR FLOW CONNECTIONS / SPACING
S
SILL -TO -
FLOOR -TO -
ROOF -TO -
WALL BASE PLATE
CALL
FOUNDATION 1, 2
SILL &3WALL
WALL 4
5
OUT
5/8"0 @ 60"oc or
*A35 @
#H1 @
16d @ 10"oc
A
1/2"0 @ 60"oc
32"oc 3a
24"oc 4a
5/8"0 @ 60"oc or
*A35 @
*LS50 @
16d @ 6"oc
B
1/2"0 @ 40"oc
24"oc
32"oc 4b
5/8"0 @ 48"oc or
*A35 @
*LS50 @
16d @ 4"oc
1/2"0 @ 32"oc
16"oc
24"oc 4b
HOLDOWN SCHEDULE
f%
WALL SHEATHING
CALL
OUT
SHEATHING
THICKNESS
EDGE
NAILS
6
7/16"
8d @ 6"oc
4
7/16"
8d @ 4"oc
1 Deepen the foundation as needed to provide the required holdown embedment into the foundation wall.
See Detail MHE/S2.3
2 Fasten to the end framing members of the shearwall, u.n.o.
3 FOUNDATION ANCHOR may be extended with threaded rod and coupler as required.
4 Provide the minimum embedment and edge distances specified by the manufacturer.
5 Attach to (2) 2x studs minimum (lamination connection same as WALL BASE PLATE; stagger nails), u.n.o.
6 See detail HDN/S2.0 for installation.
HOLDOWN / STRAP
FASTENERS 5
FOUNDATION
COMMENTS
1, 2, 4, 6
ANCHOR 1, 3, 4, 6
:#CS16
22-10d common
N/A
13" Min End Length, See detail CSH/S2.0
#MSTC40
36-10d common
N/A
equal number of nails to both connected
elements
*HTT4
18-0.148"x11/2
5/8"�T.R.
see detail EPX/S2.3
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.
SOILS Bearing capacity of soil shall be per DESIGN CRITERIA or greater. Footing shall bear on solid undisturbed
level soil devoid of any organic material and below indicated frost line.
COMPACTED FILL shall consist of predominately Well -Graded, granular soil, free of organic material and
debris. Fill should be placed in maximum 8" loose lifts and compacted to a minimum of 95 percent
of the maximum density at optimum moisture content determined by ASTM D-1557 test procedures.
BACKFILL shall be free draining and without organic material and debris from one of the following soil
classes SM-SC, SM, SP, SW, GC, GM, GP, and GW.
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.
SILL PLATES Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7" (1/2" cl) *Titen-HD w/
4" min embed). Use 3"x3"x0.229" washers. There shall be a minimum of two bolts per piece spaced not
more than 6 feet apart, with one bolt located not more than 12" or less than 4" from each end of each
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.
See applicable detail(s): RI/S2.3
FOOTING DRAINAGE Footing drainage per Building Code section 1805.4.2 & Residential Code section
R405.1.
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.
EKCEPTION: 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
4X DF#2
2x 10 and greater DF#2
2x 8 and smaller HF#2
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)
GLB 1.8E 2400 1650 650 240
All cantilevered and multi -span glue -laminated beams (GLB) shall be V8 unless noted otherwise,
additionally cantilevered beams shall have zero camber.
24F-V4 shall be cambered with a 3500' radius u.n.o.
LVL 2.0E 3100 3000 750 285
LSL 1.55E 1900 2050 900 310
PSL 2.2E 2900 2900 625 290
Engineered wood products shall be protected from moisture to preserve their structural integrity.
Provide temporary bracing to avoid permanent deflections resulting from drying under construction
dead loads.
I -JOISTS Connect I -joist to plate using one 10d (0.131" x 3") nail on each side of bottom flange; drive nails
at an agle at least 1 1/2" from end. Connect 1 1/4" LSL rim to I -joists with one 10d (0.131" x 3") nail into
top and bottom flange. Full -depth blocking between joists over shearwalls shall be 1 1/4" min LSL.
TRUSSES Manufactured trusses are a deferred submittal item designed per CODE section 2303.4 and shall
be designed for all loads and load combinations per the CODE. All connections per manufacturer, u.n.o.
If truss layout is changed by manufacturer, please notify this office. For trusses over walls, if header is not
specified over openings, design truss to span over it.
Trusses which require drag forces shall be designed for a drag force of:
Indicated on the plan
OVER -FRAMING Unless noted otherwise by truss manufacturer, overframe with 2x4 rafters @ 24" oc.
Post down w/ 2x4 @ 48"oc max. Brace posts over 6-0" tall perpendicular to wide face.
WALL FRAMING & BEARING Walls shall be 2x studs at 16"oc max with double 2x top plate, and 2x base
plate (exterior walls shall be 2x6 u.n.o. & interior walls shall be 2x4 u.n.o.).
Block all supports solid to the foundation.
See applicable detail(s): BHS/2.0 TPS/2.0
BEAM PENETRATIONS Allowable beam penetrations shall be made in the middle third of the span and the
middle third of the depth. Contact this office for any penetration outside the allowable area.
See applicable detail(s): BP/S2.0 POF/S2.0
GENERAL STRUCTURAL NOTES continued
WOOD STRUCTURAL PANELS shall meet the performance standards of the "APA" DOC PS1 and PS2 for their
intended application (group 5 species not allowed).
SHEARWALLS are indicated on the plans with a bold dashed line and labeled SW. The following letter
designation refers to the Shearwall Schedule's SHEAR FLOW CONNECTIONS / SPACING table, and the
number designation refers to the WALL SHEATHING table. Multiple combinations of letter and number
designations may be present. Wall Line numbers, shown inside triangles, refer to corresponding
engineering calculations.
Attach rated sheathing (indicated below) to 2x min STUDS spaced no more than 16"oc, u.n.o. See
Shearwall Schedule for minimum thickness and fasteners (thickness at point of fastened edges governs
shear values). All panel edges shall be blocked. Nail intermediate supports @ 12"oc. Do not penetrate
nails past flush. Install squash blocks under the ends of all shearwalls where the framing below does not
provide full bearing. Construct cripple walls same as the shearwall above, and gable -ends same as the
shearwall below.
Rated sheathing:
7/16" OSB rated with a 24/16 span rating.
1/2" CD with a 32/16 span rating.
See applicable detail(s): SWE/S2.0
ROOF DIAPHRAGM Install either OSBor CD sheathing:
7/16" OSB rated sheathing with a 24/16 span rating;
panel clips required when spacing is greater than 20" cc.
1/2" CD rated sheathing with a 32/16 span rating.
Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows
half the long dimension. Nail all boundaries and supported edges with 8d @ 6"oc and interior supports with
8d @ 12"oc, blocking not required u.n.o.
ROOFTOP DECK DIAPHRAGM Install minimum
23/32" rated Sturd-I-Floor T&G with a 24oc span rating
Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half
the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior
supports with 10d @ 12" oc, blocking not required u.n.o.
FLOOR DIAPHRAGM Install minimum
23/32" rated Sturd-I-Floor T&G with a 24oc span rating.
Use 8' x 4' panels with long dimension perpendicular across supporting framing. Stagger panel rows half
the long dimension. Glue and nail all boundaries and supported edges with 10d @ 6"oc and interior
supports with 10d @ 12" oc, blocking not required u.n.o.
COLLECTORS Diaphragms shall be nailed continuously to rims, drag struts, drag trusses and other collector
elements at boundary spacing, u.n.o.
See applicable detail(s): DTiC/S2.0 CS/S2.1
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.
HOLDOWNS See the HOLDOWN SCHEDULE.
See applicable detail(s): HDN/S2.0 HOC/S2.0
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.
HANGERS Model numbers will be specified on the plans for conditions that require more than minimum
capacity, otherwise see CONNECTIONS. When a hanger is not specified on the plans, use any size specific
model number that fits that member. Always use MAX NAILING. Hanger to match member size. Notching or
shimming of beam not allowed unless specified.
JOBSITE 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.
PLAN 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.l
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: s2312003
ABBREVIATIONS AND ACRONYMS
ABV
ABOVE
E. S.
EACH SIDE
0. 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
READ
REQUIRED
BLKG
BLOCKING
EMBED
EMBEDMENT
SCHED
SCHEDULE
B.N.
BOUNDARY NAILING
EXIST
EXISTING
SIM
SIMILAR
BTM
BOTTOM
FDN
FOUNDATION
STD
STANDARD
BRG
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
CONC
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
cc
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
Default
Short Period Acceleration, S,
1.302
1-Second Acceleration, S1
0.461
Seismic Design Category
D
Spectral Response Coefficient, Sps
1.042
Spectral Response Coefficient, Spl
0.565
Gravity Load Data
Internal Pressure Coefficient +/-
0.18
Topographic Factor, Kt
1.76
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 Transverse
6.5 Longitudinal
Seismic Response Coefficient, C,
0.160 Transverse
0.160 Longitudinal
Seismic Base Shear, V
15543 Ibs
Roofs:
loads are psf
Dead Live
Snow
Rafters'
-Pitches < 8:12
15 0
25
Trusses (pitched)
-Pitches < 8:12
Top Chord
10 0
25
Bottom Chord
5 0
0
Floors:
loads are psf
Dead Live
Snow
Joists
12 40
0
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 12000 psf
SSS Number:
s2312003
Project Name:
18210 88th Ave W
Owner:
[Danielle Petschl]
Project Location:
18210 88th Ave W,
Edmonds, WA
Design Professional:
Katelier
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ORIGIN DATE: 01/26/2024
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(8)16d EVENLY SPACED, 16d @ 16" oc
TYP U.N.O. TYP FACE NAILS BEAM
REQUIRED STUDS
BEAM & #CS16 w/ DISCONTINUOUS
(16)10d AS SHOWN DBL TOP PLATE (13)'CS168 w/,
(13) d NAILS EA END
BEAM 2x4 WALL 2x6 WALL POST
TRUSS COLLECTOR 4x & 2-2x (SAWN) I MIN 2x
6 THREADED ROD 3%x (GLB) (2) 2x4 (2) 2x6
#HTS30 MIN w/ 3%x (MANF) '
(3) 0.148 x 3" END NAILS TO COLLECTOR, MIN (7)10d x 1/2"4N
" 6x & 3-2x (SAWN) �/ V
EACH KING STUD (TYP) DOUBLE TOP PLATE TYP TO EA MEMBER 5%x (GLB) (3) 2x4 (3) 2x6 U.N.O. 5/4x (MANF) SPLICE
8x (SAWN) TOP PLATE SPLICE DISCONTINUOUS DBL TOP PLATE
63/x (GLB) (4) 2x4 (4) 2x6
77r
REQD 7x (MANF)
(4) 0,162 x 3/2" NAILS i i STUDS SSS Number:
KING STUD TO HEADER GIRDER TRUSS (3) 2x4 (3) 2x6 s2312003
i TRUSS COLLECTOR
MINIMUM (2) FULL #DTT2z REQUIRED TRIMMERS TP DOUBLE TOP PLATE SPLICEProject Name:
18210 88th Ave W
HEIGHT KING STUDS
SHEARWALL BELOW TOP PLATE KSH KING N.T.S. TPSA
HEADER 2x4 WALL 2x6 WALL
HEADER
S2.0 STUD 4x & 2-2x (SAWN)
STITCH STUDS w/ 0.148 HEADER CTP2 COLLECTOR TO TOP PLATE CTP1 COLLECTOR TO TOP PLATE 3%x (GLB) 2x4 2x6
x 3" NAILS @ 8" oc (TYP) 3%x (MANF) EXTENT OF EXTENT OF Owner:
N.T.S. CTPB N.T.S. CTPC 6x & 3-2x (SAWN) SHEARWALL CRIPPLE STUD SHEARWALL DOUBLE TOP PLATE TP$ SWF SWR [Danielle Petschl]
REQUIRED BH$ REQD 5%x (GLB) ---- (2) 2x6 S2.0 52.0 S2.0
TRIMMERS S2.0 � � TRIMMERS 5/4x (MANF)
KSH KING STUD TO HEADER NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM
SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS Project Location:
DIAPHRAGM PER NAILS PER
18210 88th Ave W,
N.T.S. STRUCT NOTES SW SCHED WALL BASE Edmonds WA
WALL BASE EDGE NAILS PLATE CONN BHS BEAM & HEADER SUPPORTS HEADER HEADER i
FLR RIM/BLKG PLATE CONN (SW ABOVE) (SW ABOVE)
(OR ROOF GABLE) SOLID BLKG OR DIAPHRAGM PER N.T.S. Design Professional:
COLLECTOR STRUCT NOTES T
WINDOW Katelier
OPENING
RIM/BLKG
EDGE NAILS DOOR
#A35 PER EDGE NAIL ENI
PROVIDE (SW BELOW) PROVIDE
A A BLKG @ 48"oc SW SCHED BLKG @48" oc #MSTC
[N] DBL TOP PLATE w/ JOIST -WALL w/ JOIST -WALL s KING STUD
PARALLEL DOUBLE -SIDED SHEARWALLS, PARALLEL STRAP (2) 2x STUDS U.N.O. 4Y16 HTT4
INTERIOR SHEARWALLS, & _ TRIMMER STUD
[N] 2x6 STUD EDGE NAILS, TYP EXTERIOR SHEARWALLS EXT SHEARWALLS @ CANTILEVERS SHEARWALL TO FLOOR TO SHEARWALL 2%"
_ M
N] 2x6 TOP PLATE w/ (3) 16d
7[1-
SWF SHEARWALL FLOOR CONNECTIONS o �, o
NAILS PER STUD BAY TO N.T.S. SWB SWF H 00
EXISTING DBL TOP PLATE [N] SHEARWALL SWFA 4" x 4" IS THE MAXIMUM PENETRATION CRIPPLE STUD BASE PLATE S2.O S2.O
SHEATHING LJ OR HOLE THAT CAN BE ADDED TO A SHEARWALL
�T MSTC STRAP -(A) HTT4- A o w
NOTCH [E] DBL TOP PLATE
[E] DBL TOP AROUND [N] 2x6 STUD SWE SHEARWALL ELEVATION J w
PLATE WALL HDN HOLDOWNS N.T.S. DRDDD o
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SISTER NEW & [E] SHEARWALL H DNA = H
EXISTING STUD w/ SHEATHING ANCH PER N.T.S.
(2)10d NAILS @ 16 oc SW SCHED
CC 6
2x SILL U.N.O. FOR PSL & LSL, HOLES MUST BE ROUND AND ARE LIMITED TO 2" DIA. UNLESS APPROVED BY THE ENGINEER cLn
PER SW SCHED Q Z u?
[E] 2x6 STUD SECTION A DO NOT MAKE PENETRATIONS OR NOTCHES MINIMUM SPACING Z
FDN IN THE SHADED AREA OF THE BEAM WITHOUT PENETRATIONS IN THIS AREA Do NOT
SHALL BE 2x THE w
PRIOR APPROVAL OF THE ENGINEERIV DIAMETER OF THE REQUIRE APPROVAL FROM THE ENGINEER O�
SSF SISTERED STUD TO EXISTING FRAMING 2'-0"MAX LARGER HOLE
SHEARWALLS TO FOUNDATION 0
N.T.S. #A34 w/ #SD SCREWS U
TPSA FLOOR JOISTS @ EVERY RAFTER %DEPTH
SWB SHEARWALL BASE PLATE & FOUNDATION CONNECTIONS
2x10 LEDGER w/ (2) 2x8 RAFTERS @ 16" oc En
BOUNDARY NAIL ALONGLENGTH OF COLLECTOR B LENGTH OF COLLECTOR SWBA �
NARY NAIL ALONG.T.S. SDWS 0.22" x 5" DEPTH /DEPTHC O v7
SCREWS TO EACH
STUD (16 oc) x
CONTINUOUS 2x % DEPTH 0
EDGE MEMBER w/
COLLECTOR #PSPN516 w/ (3) #SDS%" 4 x 4Y"
DIAPHRAGM PER SHEARWALL BOTTOM PLATE 8-16d NAILS INTO
STRUCT NOTES j #PSPN58 TOP PLATE, E.S. #PSPN58 w/ %SPAN %SPAN %SPAN
FLOOR SHEATHIN 1-8d NAIL INTO #A34 @ EACH STRUT
INTERMEDIATE FRAMING ABUTTING PANEL EDGES PLUMBING BASE PLATE, E.S. w/ #SD SCREWS 2x4 STRUT @ 16" oc w/ SPAN
PLUMBING SHEARWALL SHEARWALL (3)10d INTO RAFTER P� D V S!(t
FLOOR O 1 2x6 LEDGER w/ p� of w
1 i MIN (2)16d NAILS @ 16" oc
DTC DIAPHRAGM TO COLLECTOR #PSPN516 12"MIN NOTCH AS BP BEAM PENETRATIONS, TYPICAL DETAIL Q x
EXTERIOR WALL
REQUIRED N.T.S. BPAA R� 40421 ��p �
N.T.S. DTCA ! F GISTS
' DBL TOP PLATE WALL STUD, TYP WALL STUD,
TYP
ELEVATION VIEW TOP PLATE NOTCH BOTTOM PLATE NOTCH
DBL 2x STUD PLAN VIEW PLAN VIEW
AFA ARCHITECTURAL FEATURE ATTACHMENT
EDGE NAILING SW SHEATHING
POF PENETRATION OF FRAMING - SHEARWALL N.T.S.L—i AFAR This space reserved for
governing jurisdiction stamps
N.T.S.
HOLDOWN
EMBEDDED PROVIDE (1) STUD NAILS @ EDGE
STRAP PER STRAP, TYP SPACING CONT, TYP
NAILS PER
STRAP SHOWN ACHEEND LENGTH, TYP
AR UND CORNER ROOF DIAPHRAGM #LS50 @ SHEARWALLS END LENGTH DIAPHRAGM PER SHEATHING, TYP
STUDS PER PER STRUCT NOTES PER SCHED STRUCT NOTES
HOLDOWN SCHED � END #DTC @/THE
SW SHEATHING EDGE NAILS SS�QF��' ROOF -TO -WALL CONN
RIM/BLKG LENGTH DIAPHRAGM PER CONT 2x STRUT #A35 SPACING
EDGE NAILING> STRUCT NOTES (LEAVE A%" GAP WHEN LO
16d PER TRUSS IS LOCATED Ln
2x STUD uf
#CS16 STRAP(s) 7__ SW SCHED DIRECTLY
#H1 @ WALL-TO-FLR z ABOVE SHEARWALL) z M
SOLID #H2,5A MIN #H2.5A @ END Q a o
BLKG @ALL ROOF SHEARWALLS ALL ROOF LENGTH CONN o
END
O WALL MEMBERS MEMBERS rn
LENGTH `V
U.N.C. @ #CS16 STRAP(s) , „ ORIGIN DATE: 01/26/2024
BEAM, 3/ ru
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HOEDOWN SHEARWALLS WRAP STRAP WIDE MIN. SW SCHED REVISED: ---- �,,
2x STUD ANCHOR UNDER BEAM SHEARWALL, TYP WALL TO FLR Ni
a b
SHEARWALL w/ TRUSS OR RAFTER BEARING CONN �
STRAP BETWEEN FLOOR STRAP TO BEAM BELOW >
— Q
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HOC HOLDOWN AT CORNER SWR SHEARWALL ROOF CONNECTIONS CSH COILED STRAP HOEDOWN ISR INTERIOR SHEARWALL TO ROOF
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N.T.S. HOCA N.T.S. SWRA N.T.S. N.T.S. ISRA
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0
N
FLOOR JOISTS —\ 1 11 ,— SHEARWALL ABOVE
EDGE NAILS, TYP #SDWS 0.22" x 6"
SHEARWALL PER SW B6 SCREWS @ 16"oc
CEILING JOISTS 6x10 BLOCKING
BETWEEN STUDS
2x4 LEDGER w/ 0.148" x 3 %" NAILS @ 6"oc
TO BLOCK/EXISTING TOP PLATE
SHEATH EXISTING WALL AS SW B6,
7 VERIFY 2x4 STUDS @ 16"oc MIN
HANGER TO BLOCK
HORIZONTAL SHEARWALL,
SHEATHE PER SW B6
1 FLOOR SHEAR TRANSFER
N.T.S.
2x BLOCKING
BETWEEN JOISTS
FLOOR JOISTS —\
EDGE NAILS, TYP
16d @ 6"oc
SHEARWALL PER SW B6
CEILING JOISTS - BASE PLATE NAILS
6x BLOCK, MATCH
SHEARWALL PER SW 66 CEILING JOIST HEIGHT
#SDWS 0.22" x 6"
SCREWS @ 16"oc
FST2 I FLOOR SHEAR TRANSFER
N.T.S.
#CS16 w/ (11) -10d
FASTENERS PER MEMBER
DIAPHRAGM U.N.O.
COLLECTOR COLLECTOR
SPLICE L OPTIONAL STRAP
LOCATION
COLLECTOR SPLICE
N.T.S.
DIAPHRAGM
COLLECTOR
BEAM
A
#CS16 w/ (11) -10d
FASTENERS PER MEMBER
U. N.O.
COLLECTOR
CSAC
ROOF FRAMING
SHEARW
PER P
SECOND FLOOR
SHEATHE AND CONST
RAKE WALL PER SI
#WSWI
GROUND FLOOR
NORTH ELEVATION
N.T.S.
SHEARWALL
PER PLAN
SSS Number:
s2312003
Project Name:
18210 88th Ave W
Owner:
[Danielle Petschl]
Project Location:
18210 88th Ave W,
Edmonds, WA
Design Professional:
Katelier
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This space reserved for
governing jurisdiction stamps
ORIGIN DATE: 01/26/2024
REVISED: A9/19/2024
S211
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2°
2" OF WOOD FURRIP
(Y2"SHEATHING +2
FORM WORK
/SWH-RTPF
OP OF CONCRETE
SWTOI STRONG WALL ANCHOR TEMPLATE OFFSET
N.T.S.
*WSWH-TP24 FASTENER QUANTITY:
SWS16150: 46
SWS25600: 8
ATTACH #WSWH-TP PLATE (PROVIDED) ON ONE SIDE
ONLY WITH A COMBINATION OF #SDS 4" x 6" AND
#SWS16150 CONNECTOR SCREWS.
COLLECTOR
MAX WOOD SHIM
OPTIONAL 1" DIAMETER BY%" DEEP
COUNTERBORE
ALIGN #WSWH-TP NOTCHES WITH
BOTTOM OF TOP PLATE
#SWS16150
INSTALL WSWH
ON EXTERIOR F
#SDS2
1" DIAMETER
BY 1 /" DEEP
COUNTERBORE
SWT I STRONG WALL TOP CONNECTION
N.T.S.
SECTION
INSTALL #SDS4" x 6" SCREWS @ AN
"" c THAT PREVENTS THEM FROM EXITING
SIDE OF FRAMING; APPROX 301, TYP
LSL COLLECTOR
NSWH 24X9
SHEET S2.2 DESIGN NOTES
1. STRONG -WALL WOOD SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY
INC."HOME OFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA 94588 TEL: (800) 999-5099, FAX: (925)
847-1597, "SIMPSON STRONG -TIE COMPANY INC." IS AN ISO 9001-2008 REGISTERED COMPANY.
2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT.
3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE, DESIGN OF
THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL
FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE DESIGNER.
4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS.
5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION
OF ANY COMPONENTS FOR THE STRONG -WALL SB SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE
BROUGHT TO THE ATTENTION OF THE DESIGNER FOR CLARIFICATION PRIOR TO CONSTRUCTION.
6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF
MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE
DESIGNER.
7. SIMPSON STRONG -TIE COMPANY INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND
MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES.
8. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE.
9. SEE ICC-ES ESR-2652 OR CITY OF LOS ANGELES RR25730 AS APPLICABLE FOR ADDITIONAL INFORMATION.
MIDDLE% OF PANEL THICKNESS
HOLES
• MAX, THREE HOLES IN FACE
AND THREE IN EDGE.
• 4"-DIAMETER HOLES, MAX.
• 6" O.C., MIN.
NO EDGE HOLES
ALLOWED IN LOWER
26" OF PANEL
NO HOLES ALLOWED IN TOP 8" OF
PANEL
FACE DRILL ZONE
MAINTAIN 1%" MIN. EDGE DISTANCI
FROM CHASE AND OUTSIDE EDGE,
TYPICAL,
NO FACE HOLES
ALLOWED IN LOWER
46" OF PANEL
NO HOLES ALLOWED IN TOP 8" OF
PANEL
FACE DRILL ZONE
CENTER 4%" OF PANEL FACE AS
SHOWN
12" ABOVE EXISTING HOLE, MIN.
22"
24"
/ HOLES/
• 4%" DIA. HOLES, MAX. HOLES FOR
• MAX. OF TWO 4%" DIA. HOLES OR WSWH24X7 PANEL ONLY
ONE 4 a"x12" HOLE, • MAX. OF ONE 4%"x6" HOLE
• NO MINIMUM ON -CENTER SPACING • 8" FROM TOP OF PANEL, MIN.
REQUIRED.
ALLOWABLE SMALL HOLES ALLOWABLE LARGE HOLES
FACE AND EDGE DRILL ZONES IN ADDITION TO ALLOWABLE SMALL
HOLES
NOTES:
1. FOR HEIGHTS NOT LISTED, ORDER THE NEXT TALLEST PANEL AND TRIM TO FIT. MINIMUM TRIMMED HEIGHT FOR ALL PANELS IS 741/2".
2. ALL PANELS COME WITH TWO PRE -ATTACHED HOLDOWNS, TWO STANDARD HEX NUTS, TWO STRUCTURAL WASHERS, TWO #WSW -TOW PLATES AND INSTALLATION INSTRUCTIONS,
3. ALL PANELS ARE 31/2" THICK.
SWZ TRIM ZONE AND ALLOWABLE HOLES
N.T.S.
2" MIN COVER
8" MIN STEM WALL PER DETAIL FWX/S2.3
#WSWH STRONGWALL
(1) #3 TIE AROUND STRONGWALL
ANCHOR BOLTS
N (2) #4 HOOKS @ 6" APART CENTERED AT
o EACH STRONGWALL ANCHOR LOCATION
LU (TOTAL OF 4 PER STRONGWALL)
2'4' MIN 2" MIN COVER EA SIDE OF
LU
ANCHOR REINFORCEMENT
3" I.D. 18" MIN
6" COVER FTG THICKNESS
6" MIN
EXTENSION
GRADE BEAM PER PLAN (TYP)
SWARI STRONG WALL ANCHOR REINFORCEMENT
N.T.S.
V
CLR
RON
'LATI
ENDWALL OR CORNER CONDITION
MIDWALL CONDITION
'RONGWALL
'LATE 2"
DIAMETER
LENGTH
6Y2HS
HS ON HIGH
STRENGTH MODELS
0
HEAVY HEX NUT
LENGTH FIXED IN PLACE ON
ALL WSW -AB ANCHOR BOLTS
le
HEAVY HEX NUT
PLATE WASHER
0
HEAVY HEX NUT
WSWH
MODEL NO,
DIAMETER
LENGTH
le
PANEL MODEL
WSWH24
WSWH-AB1x36HS
1"
36"
27%"
FROM SIMPSON "https://embed,widencdn.net/pdf/plus/ssttoolbox/zi9rub5hpI/WSW1.pdf"
SWAB STRONG WALL ANCHOR BOLT
N.T.S.
STRONG -WALL WOOD SHEARWALL MODEL
MODEL NO.
W (in.)
H (in.)
ANCHOR BOLTS
TOTAL WALL WEIGHT (Ib.)
QUANTITY
DIA. (in.)
WSWH24x9
24
108
2
1
250
PLACE WSWH OVER THE ANCHOR BOLTS AND ° ° ° ° °
SECURE WITH WASHER AND HEX NUTS ° ° ° °
(PROVIDED). SNUG TIGHT FIT REQUIRED; ° ° ° ° °
DO NOT USE AN IMPACT WRENCH.
USE 1%" WRENCH FOR 1" NUT
CONCRETE
FOUNDATION
WSWH
HEX NUT AND
STRUCTURAL WASHER
SILL PLATE
NOTES:
1. FOR HEIGHTS NOT LISTED, ORDER THE NEXT TALLEST PANEL AND TRIM TO FIT. MINIMUM TRIMMED HEIGHT FOR ALL PANELS IS 741/2".
2. ALL PANELS COME WITH TWO PRE -ATTACHED HOLDOWNS, TWO STANDARD HEX NUTS, TWO STRUCTURAL WASHERS, TWO WSW -TOW PLATES AND INSTALLATION INSTRUCTIONS.
3. ALL PANELS ARE 31/2" THICK.
SWI I STRONG WALL BASE INSTALLATION
N.T.S.
SSS Number:
s2312003
Project Name:
18210 88th Ave W
Owner:
[Danielle Petschl]
Project Location:
18210 88th Ave W,
Edmonds, WA
Design Professional:
Katelier
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This space reserved for
governing jurisdiction stamps
ORIGIN DATE: 01/26/2024
REVISED: ----
2
S21
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FOOTING SCHEDULE
CENTER UNDER CONCENTRATED LOAD U.N.O.
FOOTING SIZE
REINFORCEMENT
ID
WIDTH
LENGTH
THICKNESS
LONGITUDE
TRANSVERSE
(Transverse)
(Longitude)
F1.3-1.5
1'-4"
1'-6"
8"
(2) #4's
(2) #4's
LONGITUDE REINF
TRANSVERSE REINF
THICKNESS
LENGTH
WIDTH (LONGITUDE)
(TRANSVERSE)
FOOTING, TYPICAL
N.T.S.
FTG UNDER SLAB ON GRADE
FTGC
HOLDOWN ANCHOR
FOUNDATION WALL
MINIMUM STEM HEIGHT '� 1
REQUIRED TO ACCOMMODATE
ANCHORAGE PER
HOLDOWN SCHEDULE
FOOTING
L___
e
HOLDOWN
ANCHOR
EMBEDDED
I /
EMBEDDED STRAP
I
i DEEPEN FOUNDATION AS REQD TO
ACCOMODATE FOR HOLDOWN
EMBEDMENTS INTO WALL
MHE I MINIMUM HOLDOWN EMBEDMENT
N.T.S.
GR BEAM
Cf%n'rT r_c REINF
MHE
MATCH HORIZ
STD 900 HOOK INTO REINF
INTERSECTING GR BEAM 1-6 CORNER BAR @ ALL
OUTER REINF
•
REINF
• I WALLS
STD 900 HOOK INT MATCH HORIZ
INTERSECTING GR BEAM REINF
ALTERNATE EA BAR 1�-6� CORNER BAR @ ALL
OUTER REINF
REINFORCEMENT AT INTERSECTIONS
N.T.S. RIAA
NOTES:
-Simpson SET-XP epoxy , ■❑
-Threaded rod, 0 per plan (A307)
-Hole diameter; threaded rod diameter + 3/16"
-8" embed into the concrete, u.n.o.
-Follow the manufacturers' specifications for 0
installing the anchor and hardware
http://www.strongtie.com/products/anchorsystems/adhesives/adhesive_
anchoring_install.html#
14cycles
sacands
seconds
{min.)
1-80
--(min.)
(min.)
80
psi min.
psi min.
EPDXY - ANCHOR BOLT
N.T.S.
EMBED REBAR INTO EXISTING FDN WALL
(DRILL & SET-XP EPDXY 4" MIN)
MATCH THE SIZE, SPACING AND LOCATION
OF THE NEW FDN WALL DESIGN
EXISTING WALL
EXISTING FTG
NEW FDN IS CUT AWAY HERE TO
HELP ILLUSTRATE THE CONN OF
THE NEW REINF TO THE
EXISTING FDN
NEW FTG
NEW WALL
NEW TO EXISTING FOUNDATION
N.T.S.
@ TOP OF WALL
CONC SLAB ON GRADE
4'-6" MAX
1'-6" MIN #4 VERT
@ 16"oc
#4 HORIZ
@ 12" oc
18" THICK 24" WIDE FTG (GB-1) w/
(3) #5 @ TOP, 2" CLEAR
(3) #5 @ BTM, 3" CLEAR
LAP SPLICES 40" MIN
P.T. SILL PLATE
& A.B.
CONC STEM WALL
CTRD ON FTG, U.N.O.
FINISH GRADE
NOTES:
-CENTER VERTS AND DOWELS IN STEM WALL
-DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN
EMBEDMENTS
-DEEPEN EXCAVATION TO PROVIDE MINIMUM FOOTING DEPTH
7FWX FOUNDATION WALL - STEM
N.T.S.
DIMENSIONS ASSUMED IN DESIGN
VERIFY DURING CONSTRUCTION
14" MIN CONCRETE P"/
'��
WALL 7
18" MIN
CONCRETE FOOTING
14" MIN
REMODEL VERIFICATION
N.T.S.
NEFA
T-0"
MAX
BETWEEN
GRADES
#4 @ 16"oc
DOWELS w/
14" EXTENSION
INTO WALL & STD 1'-6" MIN
HOOK IN FTG i
FWX
SSS Number:
s2312003
Project Name:
18210 88th Ave W
Owner:
[Danielle Petschl]
Project Location:
18210 88th Ave W,
Edmonds, WA
Design Professional:
Katelier
This space reserved for
governing jurisdiction stamps
ORIGIN DATE: 01/26/2024
REVISED: A9/19/2024
S213
0
0
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SYMBOL
LEGEND SLEXP
#HOLDOWN MODEL
HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are
wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE.
CONCRETE WALL AND CONTINUOUS FOOTING
See CONCRETE and REINFORCING BAR specifications per DETAIL FWS/S2.3.
EXISTING FOUNDATION
See assumed site conditions and specifications per DETAIL REM/S2.3.
I EXISTING CONDITIONS I
THE FOLLOWING FRAMING ASSUMPTIONS WERE MADE IN OUR DESIGN
• SPAN DIRECTION AND CONSTRUCTION OF ROOF AND FLOOR
FRAMING
• SIZE AND SPACING OF STUD WALLS
• 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.
L
FOUNDATION PLAN
1/4" = 1'-0"
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
USE
SIMPSON f1
TEMPLATE H I
nFCTrN NnTF
WSW DESIGNED TO PROVIDE%" GAP
BETWEEN LSL AT BASE OF WSW AND
CONCRETE. ENSURE CONCRETE IS
LEVEL AND SMOOTH BENEATH PANEL.
GRIND OR GROUT AS NECESSARY,
THE STRONGWALL PANEL MUST BE
INSET 2" FROM THE OUTSIDE FACE
OF THE CONCRETE STEM.
SSS Number:
s2312003
Project Name:
18210 88th Ave W
Owner:
[Danielle Petschl]
Project Location:
18210 88th Ave W,
Edmonds, WA
Design Professional:
Katelier
M
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This space reserved for
governing jurisdiction stamps
ORIGIN DATE; 01/26/2024
REVISED; A9/19/2024
S310
M
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SYMBOL LEGEND
-------------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like.
SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections
per the SHEARWALL SCHEDULE.
#HOLDOWN MODEL
HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are
wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE.
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/S2.0 for posts not indicated
on the plans.
INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL
FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
_JAL - u
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.
G
FLOOR DRAIN Represents the location of a floor drain at the framing level. It shall not be permitted to penetrate
framing members due to floor drains without contacting Sound Structural Solutions for approval.
Exception: Horizontal beam & joist penetrations per detail BP/S2.0. Vertical penetrations shall never be permitted!!!
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 (or 4x6) U.N.O.
on the plan.
EXISTING CONDITIONS
THE FOLLOWING FRAMING ASSUMPTIONS WERE MADE IN OUR DESIGN
• SPAN DIRECTION AND CONSTRUCTION OF ROOF AND FLOOR
FRAMING
• SIZE AND SPACING OF STUD WALLS
• 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.
F�M
WALL fB
WALL WALL
LINE LINE LINE
A C D
1st FLOOR SHEARWALLS & FRAMING ABOVE
1/4" = V-0"
I
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
#HTS30 BEAM TO
STUDS
THATCHED AREA REPRESENTS
2x FLAT BLOCKS AT UNSUPPORTED EDGES:
10d @ 4" oc BOUNDARIES & ALL PANEL EDGES
J 10d @ 12" oc INTERMEDIATE FRAMING
SSS Number:
s2312003
Project Name:
18210 88th Ave W
Owner:
[Danielle Petschl]
Project Location:
18210 88th Ave W,
Edmonds, WA
Design Professional:
Katelier
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40421
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This space reserved for
governing jurisdiction stamps
ORIGIN DATE: 01/26/2024
REVISED: A9/19/2024
S4,0
SYMBOL LEGEND
-------------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like.
SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections
per the SHEARWALL SCHEDULE.
#HOLDOWN MODEL
HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are
wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE.
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/S2.0 for posts not indicated
on the plans.
INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL
FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
_J I L_ U
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.
G
FLOOR DRAIN Represents the location of a floor drain at the framing level. It shall not be permitted to penetrate
framing members due to floor drains without contacting Sound Structural Solutions for approval.
Exception: Horizontal beam & joist penetrations per detail BP/S2.0. Vertical penetrations shall never be permitted!!!
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 Ian. Headers HDR shall be 2-2x6 or 4x6 U.N.O.
P (HDR) i )
on the plan.
EXISTING CONDITIONS
THE FOLLOWING FRAMING ASSUMPTIONS WERE MADE IN OUR DESIGN
• SPAN DIRECTION AND CONSTRUCTION OF ROOF AND FLOOR
FRAMING
• SIZE AND SPACING OF STUD WALLS
• 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.
WALL
LINE
A
WALL
LINE
B
WALL
LINE
C
WALL
LINE
D
\
/I
::::.:.:.:.:.:.:.:.:.:.:
...
...... :
�
........................�.
N E
:::::::::::::.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:
I
. I
s2.1
: - : : . : . : . : . : . : . : . :::::::
I
BTM CHORD SLOPED TO MATCH CEILING
VAULT, TYP @ SLOPED HIP CEILING
I
.......... ...
I
\
3) #SDWS EWS, KING
. ... .'. .'.'.'
I
STUD O HDR (SIMSD TAIL KSH/S2.0)
\
D
:::.
i
\
SW
A6 3 % x 9 y LSL HDR
(2 1)
SW
A6
HATCHED AREA REPRESENTS
I
EXISTING FRAMING TO REMAIN, TYP
::� :.:.:.:.:.:.:.:.:.:.:.:.:.:.:
. . . . .
. . . . . . . . . .
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HATCHED AREA REPRESENTS
OVERFRAMING PER STRUCTURAL NOTES
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CONNECTIONS & WALL SHEATHING
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ALONG WALL LINE 4 MEET SW A6
DESIGN MINIMUMS
2nd FLOOR SHEARWALLS & FRAMING ABOVE - SFR
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DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
SSS Number:
s2312003
Project Name:
18210 88th Ave W
Owner:
[Danielle Petschl]
Project Location:
18210 88th Ave W,
Edmonds, WA
Design Professional:
Katelier
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ORIGIN DATE: 01/26/2024
REVISED: ----
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