APPROVED BLD2023-1286+Structural_Plan+10.13.2023_5.05.58_PM+3840819SHEARWALL 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.
2 #MASAP can be installed instead of sill bolts with washers. When replacing 1/2"0 sill bolts use 7-10dx11/2"
nails (minimum nailing) and when replacing 5/8"0 sill bolts use 9-10dx11/2" nails (maximum nailing).
3 See detail SWF. Connections vary depending on condition. 3a May substitute 16d toe nails @ 8"oc for *A35.
4 See detail SWR. For gable -end roof connections see detail SWF.
5 See detail SWB.
6 Abutting panel edges require a 2-2x (lamination connection same as WALL BASE PLATE), 3x, or greater stud.
8 The plate washer shall extend to within 1/2" of the edge of the bottom plate that receives the sheathing or rim.
At double -sided shearwalls, stagger on both plate edges.
SHEAR FLOW CONNECTIONS / SPACING
S
SILL -TO -
FLOOR -TO -
ROOF -TO -
WALL BASE PLATE
CALL
FOUNDATION 1, 2
SILL &WALL
WALL 4
5
OUT
5/8"0 @ 60"oc or
#A35 @
*H1 @
16d @ 10"oc
/�i A
1/2"0 @ 60"oc
32"oc 3a
24"oc
5/8"0 @ 50"oc or
#A35 @
#LS50 @
16d @ 6"oc
p
v
1/2"0 @ 40"oc
24"oc
32"oc
5/8"0 @ 48"oc or
#A35 @
#LS50 @
16d @ 4"oc
C
1/2"0 @ 32"oc
16"oc
24"oc
5/8"0 @ 24"oc or
#A35 @
#LS50 @
16d @ 3"oc
D
1/2"0 @ 16"oc 8
12"oc
12"oc
5/8"0 @ 16"oc or
#A35 @
#LS50 @
16d @ 2 oc
E
1/2"0 @ 12"oc 8
1 8 oc
8 oc
HOLDOWN SCHEDULE
N
WALL SHEATHING
CALL
OUT
SHEATHING
THICKNESS
EDGE
NAILS
6
7/16"
8d @ 6"cc
4
7/16"
8d @ 4"oc
3
7/16" 6
8d @ 3"oc
2
7/16" 6
8d @ 2"oc
1 Deepen the foundation as needed to provide the required holdown embedment into the foundation wall.
See Detail MHE
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 for installation.
HOLDOWN / STRAP
1, 2, 4, 6
FASTENERS 5
FOUNDATION
ANCHOR 1, 3, 4, 6
COMMENTS
*STHD14/14RJ
30-10d common
N/A
*HTT5KT
26 - *SD #10x21/2-
#SB5/s"x24
2-2x4 Min Post U.N.O.
*HDU8-SDS2.5
20 - #SDS1/4x21/2
*SB'/sx24
4x6 Min Post U.N.O.
*HDU11-SDS2.5
30 - #SDS1/4x21/2
1"�T.R.
6x6 Min Post, See detail RFA
*CS16
22-10d common
N/A
13" Min End Length, See detail CSH
*MSTC66
68-10d common
N/A
equal number of nails to both connected
elements
The following documentation shall be available on '
site for the building inspector: •
FxJ COE APPROVED ARCHITECTURAL PLAN SET '.
COE APPROVED STRUCTURAL PLAN SET
1
COE REVIEWED CALCULATION PACKET
■
■ ❑ ENERGY CREDIT WORKSHEET '
1
❑ SITE PLAN
■ n CIVIL PLAN i
■
■ ❑ 1
1
❑ ■
1
■
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.
There shall be no machine compaction on the retaining side of the structure for a distance equivalent to 2/3rds
the wall height.
SILL PLATES Use pressure treated 2x plates u.n.o. Embed anchor bolts at least 7" (expansion anchors
4"). 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 piece.
CONCRETE fc = 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.
See applicable detail(s): BD SH
CLEAR COVER 3" clr when cast against Earth and 2" clr in all other locations, u.n.o.
See applicable detail(s): RI
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.
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, RA FTERS, 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.
See applicable detail(s): GEB
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 TPS
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 POF
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
ROOF DIAPHRAGM Install either OSB or CD sheathing:
7/16" OSB rated sheathing with a 24/16 span rating;
panel clips required when spacing is greater than 20" oc.
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.
ROOF -TOP 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" cc, 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.
GARAGE FLOOR DIAPHRAGM Install minimum
1 1/8" rated Sturd-I-Floor T&G with a 16oc panel index
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
Top with a min of 3" concrete reinforced with 6" x 6" 10/10 wire mesh.
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): DTC CS
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 HOC
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 VE ANY QUESTIONS OR CONCERNS CONTA CT US IMMEDIA TEL Y!
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: s2308022
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 cc ON CENTER W.W.F. WELDED WIRE FABRIC
DESIGN CRITERIA
Governing Code 18 IBC Risk Category II
Wind Design Data
Earthquake Design Data
Gravity Load Data
loads are psf
Dead Live Snow
Rafters'
•Solar-Ready3 20 0 25
Trusses (pitched)
•Solar-Ready3
Pitches < 8:12
Top Chord 15 0 25
Bottom Chord 5 0 0
Floors: loads are psf
Dead Live Snow
Joists5 12 40 0
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.
3 Dead load includes 5psf for photovoltaic panels.
5 Joists of sawn lumber or wood I -joists.
Soil Data
Company: Cobalt Geosciences Date: 9/17/20
*Includes F.S. = 1.5 per Geotech Report
Basic Wind Speed (3 sec gust) mph 98
Surface Roughness B
Wind Exposure Category C
Seismic Importance Factor, Ie 1.00
Site Classification D
Short Period Acceleration, SS 1.296
1-Second Acceleration, S1 0.458
Seismic Design Category D
Spectral Response Coefficient, Sps 0.864
Spectral Response Coefficient, Spl 0.562
Allowable Soil Bearing 2000 psf
Passive Earth Pressure 275 *pcf
Seismic Force Resisting System
Seismic Importance Factor, Ie 1.00
Site Classification D
Short Period Acceleration, SS 1.296
1-Second Acceleration, S1 0.458
Seismic Design Category D
Spectral Response Coefficient, Sps 0.864
Spectral Response Coefficient, Spl 0.562
Allowable Soil Bearing 2000 psf
Passive Earth Pressure 275 *pcf
Seismic Force Resisting System
Allowable Soil Bearing 2000 psf
Passive Earth Pressure 275 *pcf
Seismic Force Resisting System
Seismic Force Resisting System
Table 12.2-1: A-15
2016 Equiv. Lateral Force Procedure
Response Modification Factor, R
6.5 Transverse
6.5 Longitudinal
Seismic Response Coefficient, CS
0.133 Transverse
0.133 Longitudinal
Seismic Base Shear, V
26051 Ibs
Active Soil Pressure
35
pcf
Coefficient of Friction
0.40
At -Rest Soil Pressure
55
pcf
Unit Weight of Soil
125
pcf
BLD2023-1286
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
L
This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ----
N
N
O
O
M
N
�I
c
ra
cn
0
I
M
%.D
I.f')
Internal Pressure Coefficient
0.18
Topographic Factor, Krt
2.23
Ground Elevation Factor, �
0.99
0 CITY OF EDMONDS BUILDING DEPARTMENT 2021 1111
(8)16d EVENLY SPACED, 16d @ 16" oc
TYP U.N.O. TYP FACE NAILS BEAM
DISCONTINUOUS #CS16 w/,
DBL TOP PLATE BOUNDARY NAILS SHEATHING PER
(13) 8d NAILS EA END PER NOTES NOTES
POST
I
MIN 2x
I 30° MIN
2x FLAT BLK w/
DBL ROW OF
4N -I BOUNDARY NAILS
SPLICE
TOP PLATE SPLICE DISCONTINUOUS DBL TOP PLATE TRUSS
2x4 BRACE @ 48"oc w/
1435 AT BTM
TPS DOUBLE TOP PLATE SPLICE GEB GABLE -END TRUSS BRACE
N.T.S. TPSA N.T.S. GEBA
SSS Number:
s2308022
SWR
DBL 2x STUD
�, Project Name:
EDGE NAILING
SW SHEATHING C�Iron Vista - 19126
CONSTRUCT PER 94th Ave W Lot C
SW-A6
Owner:
HOLDOWN
EMBEDDED LQH, Inc
STRAP DROPPED BEAM
STRAP SHOWN
AROUND CORNER BOUNDARY NAILS DT 22 DIAPHRAGM TO COLLECTOR Project Location:
#HTS20 MIN w/ 19126 94th Ave W,
STUDS PER ROOF DIAPHRAGM
MIN (7)10d x 1%" N.T.S. DTCA Edmonds, WA
TO EA MEMBER HOEDOWN SCHED SW SHEATHING '._J
U.N.O.
EDGE NAILING 2x4 NAILER Design Professional:
2x STUD 1 BOUNDARY NAIL ALONG BOUNDARY NAIL ALONG LQH, Inc
j� —L LENGTH OF COLLECTOR LENGTH OF COLLECTOR
EXPOSED / 0.25d MFG TRUSS
RAFTER J MAX NOTCH
COLLECTOR OR RIM O #SDWS 0,152" x 6" COLLECTOR
TOP PLATE HOLDOWN TO EACH RAFTER DIAPHRAGM PER
2x STUD ANCHOR
STRUCT NOTES
INTERMEDIATE FRAMING ABUTTING PANEL EDGES
M
(V
CTP2 COLLECTOR TO TOP PLATE HOC HOLDOWN AT CORNER RTW RAFTER TO BEARING WALL FD7TCDIAPHRAGM TO COLLECTOR00
o
N.T.S. CTPF N.T.S. HOCA N.T.S. CTPF N.T.S. DTCA
J
O� W Ln
(V
J W u
MSTC Z
STRAP M
4%6 HTTSKT BOUNDARY NAILS PER U
ROOF DIAPHRAGM V H U
TRUSS TIGHT BOUNDARY NAILS PER 6
I 2 q" AROUND RIMS ROOF DIAPHRAGM
F.WL (n
2x6 TOP RIM/BLOCK EDGE NAILS Lon U)
2x6 BTM RIM/BLOCK 5 C Z
STRAP MAY BE [FRH AT OPENINGS] �C,��/ = w
LOCATED OLAO")
#LSTA24 w/ MIN (9) -10d ON INSIDE V SHRINKAGE GAP
FASTENERS PER MEMBER TOP PLATE MSTC STRAP -(A) HTT5KT- A EDGE NAILS
U.N.O. EDGE NAILS, TYP
SHEARWALL7#H2.5 EA END SHEARWALL GE o
EA TRUSS cc
pl
SHEARWALL w/ TRUSS BEARING SHEARWALLS w/ TRUSS PARALLEL
3 (3)2x STUDS U.N.O. 4%" cc U)
2" 1 a11 0
SWR SHEARWALL ROOF CONNECTIONS o
f _F /\r-\ 6x6 Qn COLLECTOR OR RIM
STHD14 4x6 U.N.0, HDU8 U.N.O. - L-i N.T.S. SWRA
STHD14- A HDU8- A DIAPHRAGM PER NAILS PER �.
STRUCT NOTES SW SCHED WALL BASE #,r
WALL BASE EDGE NAILS PLATE CONN,
CTP1 COLLECTOR TO TOP PLATE HDN HOLDOWNS FLRRIM/BLKG PLATE CONN (SW ABOVE) (SW ABOVE) Ind
N.T.S. CTPF L__J N.T.S. (OR ROOF GABLE) SOLID BLKG OR DIAPHRAGM PER
COLLECTOR STRUCT NOTES -277' <,)
RIM/BLKG•`#�3$�
EDGE NAILS NAIL
EXTENT OF EXTENT OF #A35 PER EDGE NAIL
SHEARWALL SHEARWALL TPS SWF SWR PROVIDE SW SCHED ( SW BELOW) PROVIDE
CRIPPLE STUD DOUBLE TOP PLATE BLKG @ 48 oc BLKG @48 oc
w/ JOPARALLEL DOUBLE -SIDED SHEARWALLS, w/ JOIST -WALL
INTERIOR SHEARWALLS, & PARALLEL This space reserved for
governing jurisdiction stamps
EXTERIOR SHEARWALLS EXT SHEARWALLS @ CANTILEVERS SHEARWALL TO FLOOR TO SHEARWALL
HEADER HEADER SWF SHEARWALL FLOOR CONNECTIONS
N.T.S. SWFA
RECEIVED
#LSTA24 w/ WINDOW
OPENING Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
MIN (9) -10d x 1 / DEPARTMENT
FASTENERS PER MEMBER #LSTA24 w/ MIN (9) -10d YDOOR WALL BASE WALL
DIAPHRAGM U.N.O. DIAPHRAGM FASTENERS PER MEMBER
U.N.O. WALL PLATE CONN
PER SW SCHED DIAPHRAGM PER
KING STUD
SW SCHED
ANCH PER STRUCT NOTES
TRIMMER STUD RIM/BLKG ANCH PER
COLLECTOR COLLECTOR COLLECTOR COLLECTOR 2x SILL U.N,O. SW SCHED
SPLICE OPTIONAL STRAP BEAM PER SW SCHED EDGE NAILS 2x SILL U.N.O. ORIGIN DATE: 9/22/2023
LOCATION FDN FDN PER SW SCHED
REVISED: �4" x 4" IS THE MAXIMUM PENETRATION CRIPPLE STUD BASE PLATE SWB SWF
OR HOLE THAT CAN BE ADDED TO A SHEARWALL SHEARWALLS TO FOUNDATION SHEARWALLS TO FLOOR TO FOUNDATION 00
0
M
cV
�I
CS COLLECTOR SPLICE SWE SHEARWALL ELEVATION SWB SHEARWALL BASE PLATE & FOUNDATION CONNECTIONS
L—i
N.T.S. CSAAL—i N.T.S. DRDDD N.T.S. SWBALn
0
DIAPHRAGM FLOOR JOIST
FLOOR JOIST BOUNDARY PER PLAN
PER PLAN NAILING
20 MIN BLOCK BOTTOM FLUSH
BETWEEN JOISTS w/ BEAM
0.148"0 x 3" @ 8'0c
HANGER
n
PERPENDICULAR FRAMING
FLOOR LEDGER
DIAPHRAGM
BOUNDARY
NAILING
2x4 MIN I /
NAILER w/ �/ 1
0.1480x3 @8oc
n
BOTTOM FLUSH
BEAM
EDGE NAIL PER
SW SCHED,
TYP
SHEATH SAME
AS SHEARWALL
BELOW
20 FLAT FRMG
AROUND PERIMETER
OF OPENING
ROOF SHEATHING w/
BOUNDARY NAILS
nrn ninTrr
JI ILnnrvhLL
FULL HEIGHT TRUSS BLOCK
N.T.S.
SHEARWALL ABOVE
EDGE NAILS
LIGHTWEIGHT
CONCRETE SLAB
#A35 PER
SW SCHED
EDGE NAILS
SHEARWALL BELOW
FULL HEIGHT
TRUSS BLKG
PER MFG
MFG TRUSS
TYP
PER TRUSS
FIG SPECS
COLLECTOR
SHEARWALL
COLLECTOR TO SHEARWALL
#SDWS 0.22"0 x 6" @ 4"0c,
STAGGERED, TYP U.N.O.
SOLID BLOCK
BTWN JOISTS
16" MIN � � 48" MIN
#CS16 TO
BLOCKING
DIAPHRAGM
BLOCK
COLLECTOR SPLICE TO BLOCKING
TRUSS CLIPS, N.T.S. I I N.T.S.
TYP l�
BOUNDARY
NAILS
#H2.5A MIN
@ ALL ROOF
MEMBERS
U.N.O. @
SHEARWALLS
d Y
0.25d
#SDWS 0.22" x 3" MAX
SCREWS @ 16"oc NOTCH
SHEAR TRANSFER TO SHEARWALL
N.T.S.
PROVIDE (1) STUD
PER STRAP, TYP
SPECIFIED NAILS PER
EACH END LENGTH, TYP
END
LENGTH
DIAPHRAGM PER
STRUCT NOTES
END
RIM/BLKG
LENGTH
DIAPHRAGM PER
I
STRUCT NOTES
#CS16 STRAP(s)
END
LENGTH
END
LENGTH
#CS16 STRAP(s)
BEAM, 3%"
WRAP STRAP
WIDE MIN.
UNDER BEAM
STRAP BETWEEN FLOOR STRAP TO BEAM BELOW
COILED STRAP HOLDOWN
N.T.S.
SHEARWALL BOTTOM PLATE
#PSPN58
FLOOR SHEATH
PLUMBING
I
FLOOR
#PSPN516
I
I
i
DBL TOP PLATE
DIAPHRAGM
r— RAFTER
3%" MIN
NOTE: BEAM
SEE DETAIL SWR FOR SHEAR CONNECTIONS
RCB SHEARWALL ROOF CONNECTIONS AT BEAM
N.T.S.
""1 & #CS16
6)10d
1OWN
STUDS
REQUIRED STUDS
BEAM
2x4 WALL
2x6 WALL
4x & 2-2x (SAWN)
3%x (GLB)
(2) 2x4
(2) 2x6
3%x (MANF)
6x & 3-2x (SAWN)
5%x (GLB)
(3) 2x4
(3) 2x6
5%x (MANF)
8x (SAWN)
63 /x (GLB)
(4) 2x4
(4) 2x6
7x (MANF)
GIRDER TRUSS
(3) 2x4
(3) 2x6
REQUIRED TRIMMERS
HEADER
2x4 WALL
2x6 WALL
4x & 2-2x (SAWN)
3%x (GLB)
2x4
2x6
3%x(MANF)
6x & 3-2x (SAWN)
5%x (GLB)
----
(2) 2x6
5%x (MANF)
REQD
TRIMMERS
NOTE: BEAR BEAMS ON THE FULL WIDTH AND BREADTH OF THE MINIMUM
SUPPORTS PER TABLES ABOVE UNLESS NOTED OTHERWISE ON THE PLANS
BHS BEAM & HEADER SUPPORTS
N.T.S.
T&G ROOF DEC
#PSPN516 w/
8-16d NAILS INTO (2)10d @ INTERMEDIA
TOP PLATE, E.S. #PSPN58 w/ END BEARING SUPPORTS
PLUMBING 18d NAIL INTO 11r"BASE PLATE, E.S.
SHEARWALL SHEARWALL
C
1 Z' MIN 1 Z" MIN
NOTCH AS
REQUIRED
WALL STUD, TYP A WALL STUD,
TYP RAFTER PER
TOP PLATE NOTCH BOTTOM PLATE NOTCH
PLAN VIEW PLAN VIEW
PENETRATION OF FRAMING - SHEARWALL
N.T.S. FLB N.T.S.
A
x x
x x
x x----
(ING
FE&
TYP
x
% x
x x
----
PLAN
9
v
DBD DECK BOARD DIAPHRAGM
N.T.S.
16 MAX
q
DEPTH d 2
4d/4
DO NOT MAKE PENETRATIONS OR NOTCHES
IN THE SHADED AREA OF THE BEAM WITHOUT
MIN CLEAR SPACING
PRIOR APPROVAL OF THE ENGINEER
SHALL BE 8x THE
L/8
DIAMETER OF THE
LARGER HOLE
PENETRATIONS IN THIS AREA DO NOT
REQUIRE APPROVAL FROM THE ENGINEER
HOLES MUST BE ROUND AND ARE LIMITED TO
V2"OOR%o DEPTH OF MEMBER, UNLESS
APPROVED BY THE ENGINEER
�L/8�
L/8 T L/2 T L/8
L
GLB
MIN CLEAR SPACING
DO NOT MAKE PENETRATIONS OR NOTCHES SHALL BE 2x THE
IN THE SHADED AREA OF THE BEAM WITHOUT DIAMETER OF THE
PRIOR APPROVAL OF THE ENGINEER LARGER HOLE PENETRATIONS IN THIS AREA DO NOT
REQUIRE APPROVAL FROM THE ENGINEER
%DEPTH
DEPTH % DEPTH O 0
%DEPTH
%SPAN % SPAN % SPAN
SPAN
SAWN
DO NOT MAKE PENETRATIONS OR NOTCHES MIN CLEAR SPACING
IN THE SHADED AREA OF THE BEAM WITHOUT SHALL BE 2x THE
PRIOR APPROVAL OF THE ENGINEER DIAMETER OF THE PENETRATIONS IN THIS AREA DO NOT
LARGER HOLE REQUIRE APPROVAL FROM THE ENGINEER
%DEPTH
DEPTH % DEPTH Q O
DEPTH
PSL & LVL HOLES PERMITTED
IN MIDDLE%SPAN ONLY
DEPTH LSL ALLOWED HOLE ZONE DEPTH
SPAN
MAX HOLE DIAMETER SHALL NOT EXCEED 2" U.N.O.
MAX HOLE DIAMETER FOR LSL BEAMS SHALL BE:
PSL, LVL, & LSL 3" FOR 9%" DEPTH
3%" FOR 11%" DEPTH
4%" FOR 14"-16 DEPTH
BP BEAM PENETRATIONS, TYPICAL DETAIL
N.T.S.
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED:
S211
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HOLDOWN ANCHOR
e
FOUNDATION WALL
MINIMUM STEM HEIGHT
REQUIRED TO ACCOMMODATE
ANCHORAGE PER
HOLDOWN SCHEDULE
FOOTING
L___
THICKNESS
e
EMBEDDED
HOLDOWN
ANCHOR
EMBEDDED STRAP
DEEPEN FOUNDATION AS REQD TO
ACCOMODATE FOR HOLDOWN
EMBEDMENTS INTO WALL
MINIMUM HOLDOWN EMBEDMENT
N.T.S.
rnl TrC Ar n[nn
STEEP,
EXCAVATI(
WILL ALLC
STEPPED FOOTING
N.T.S.
MHE
r- (3) 44 CANT r- SLAB
12"
12"
THICKEN EDGE FOOTING
N.T.S.
FSLAB 1r— (2)#4 CONT
3" CLR
BRIG
WIDTH SOIL
TSFJ THICKENED SLAB FOOTING
N.T.S. TSFA
2" TYP
A,B. PER PLAN
2" TYP
HOLDOWN POST
2
A.B. PER PLAN
7", MIN STEM WALL SHALL
BE 2'-0" DEEP MIN
1'-01I
C d d
a
a A 17' CLC,
d TYP
a a
a 1' Oil
A. d
d d . d, d
(2) #4 HORIZ CONT
@ TOP OF WALL
tX"x3"x3"
A36 BRIG PLATE
w/ DBL NUT
(4)#4xll
4"
8°
REINFORCED FOUNDATION ANCHOR
3/4" = V-0"
2x BLOCK UNDER
BEARING WALL JOIST
6-0" MAX #A34 EACH SIDE
BEAM POST, TYP
A24 w/ (4)10d POST
(2) POWDER ACTUATED FASTENERS
INTO CONIC (1" EMBED)
FTG
BRIG SOIL
PBF2 I INTERIOR POST BEAM AND FOOTING
N.T.S.
FOOTING SCHEDULE
CENTER UNDER CONCENTRATED LOAD U.N.O.
FOOTING SIM
REINFORCEMENT
ID
WIDTH
LENGTH
THICKNESS
LONGITUDE
TRANSVERSE
(Transverse)
(Longitude)
F1.5
V-6"
V-6"
8"
(2) #4's
(2) #4's
LONGITUDE REINF
TRANSVERSE REINF POST TO FTG
THICKNESS
LENGTH
WIDTH (LONGITUDE)
(TRANSVERSE)
—� PLYNTH ON FTG
FOOTING, TYPICAL
N.T.S.
STD 900 HOOK INTO
INTERSECTING GR BEAM
•
•
GR BEAM
�nn�*•��n REINF
MATCH HORIZ Z.,,REINF
1-6 CORNER BAR @ ALL
OUTER REINF
REINF
FTG @ WALL
FTG 0 WALL CORNER
FTG UNDER SLAB ON GRADE
STD 900 HOOK INT MATCH HORIZ �o
INTERSECTING GR BEAM REINF ;--�
ALTERNATE EA BAR V-6" CORNER BAR @ ALL
OUTER REINF
REINFORCEMENT AT INTERSECTIONS
N.T.S. RIAA
(2)-ROWS STAGGERED
8d MIN @ Voc
FLR DIAPHRAGM FDN WALL
MIN (3) - 8d TOENAILS
JOIST TO SILL
FLR DIAPHRAGM
JOISTS
FTGC
MIN (3) - 8d TOENAILS
BLK TO SILL
FLR SHEATHING w/
10d @ CDC TO FRMG & BLKG
JOISTS
2x TIGHT -FIT BLOCKS @ 48"oc
FOR (2) FULL JOIST SPACES
JD JOIST DROPPED JB JOIST BEARING JP JOIST PARALLEL
NOTE: METAL FASTENERS LESS THAN %" O SHALL BE HOT -DIPPED GALVANIZED WHEN IN CONTACT WITH P.T. LUMBER
FTC FOUNDATION WALL TOP CONNECTIONS
N.T.S.
FTCA
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ---S212
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(2) #4 CONT 8" U.N.O.
@ TOP OF WALL P.T. SILL PLATE
& A. B.
CONIC SLAB ON GRADE CONIC STEM WALL
CTRD ON FTG, U.N.O.
3'.0"
MAX
BETWEEN
/ GRADES
4'-6" MAX FINISH GRADE
24" MIN #4 VERT
@ 16"oc /
r #4 @ 16"oc
#4 HORIZ / DOWELS w/
@ 12" oc 14" EXTENSION 18" MIN
INTO WALL & STD
HOOK IN FTG
16" x 8"
CONC FTG, U.N.O.
3" CLR
#4 LONG @ 12" oc MAX, I I I BRIG SOIL I I=1
U.N.O. (2 BARS MIN)( -
NOTES:
-CENTER VERTS AND DOWELS IN STEM WALL
-DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN
EMBEDMENTS
-DEEPEN EXCAVATION TO PROVIDE MINIMUM FOOTING DEPTH
FWX FOUNDATION WALL -STEM
N.T.S.
d
D
180°
4d or
2%" MIN.
BAR
D
#3
1 %"
#4
2"
#5
2 %"
#6
4%"
#7
5%"
#8
6"
FWX
LEGEND
d = BAR DIAMETER
D = FINISHED BEND DIAMETER
Note:
d
1. STANDARD HOOKS SHALL CONFORM TO ACI 318
D
SECTION 25.3
IO
2. REINFORCING SHALL BE COLD BENT.
12d
STANDARD HOOKS
N.T.S.
BAR DEVELOPMENT LENGTHS
BAR
SIZE
LAP
STRAIGHT
HOOK
18"18"651
t�6
24"
24"
8.25"
30"
24"
10.25"
THIS IS A GRAPHICAL REPRESENTATION
ONLY, THERE IS NO BEND IN THE
VERTICAL BAR
DOWEL
w/ STD HOOK
TOE BARS MUST HAVE FULL
DEVELOPMENT LENGTH ON
BOTH SIDES OF THIS LINE. AN
EXTENDED DOWEL BAR MAY
REPLACE A SEPARATE TOE BAR
SHA
DOWELS MAY BE
2" COVER
COMBINED WITH THE
@ VERT &
VERTICAL AND/OR TOE
DOWEL
BARS PROVIDED THE
DOWEL SIZE AND
SPACING IS USED
HEEL BARS MUST HAVE FULL
DEVELOPMENT LENGTH ON
BOTH SIDES OF THIS LINE
CLR CLR
3"
CLR TOE HEEL
NOTE: THIS DETAIL IS INTENDED TO PROVIDE SUPPLEMENTAL INFORMATION TO
THE FOUNDATION DETAILS PROVIDED. THE INFORMATION PROVIDED ON THOSE
DETAILS WOULD SUPERCEDE THIS DETAIL.
I BAR DEVELOPMENT - SUPPLIMENTAL INFO
FTC FTC
Z Z
r P.T. SILL PLATE #4 CONT @ 24"oc w/ r 1
#4 CONT w/in I l & A.B. (1) #4 w/in I l
TOP 12" OF WALL i i TOP 12" OF WALL l
I I
J CONIC STEM WALL — J
8 U.N.O. 8" MIN
CTRD ON FTG, U.N.O,
VERT & DOWELS
CTRD IN STEM FINISH GRADE FINISH GRADE
8'-0" MAX
VERT �'
16" MIN #4 @ 48"oc, #4 @ 48"oc FOR 8" MIN 3'-0"
CORNERS & DOWELS w/ THICK WALL MAX- OR -
INTO INTERSECTIONS 14" EXTENSION 18" 8'.0" 4'-0" 4' 6" MAX
INTO WALL & STD MIN MAX MAX
BACKFILL FOR 6"
HOOK IN FTG THICK WALLS/: BACKFILL
#4 AT BTM � 2" CLR
----------
CONIC FTG
PER PLAN w/ 3" CLR BACKFILL
(2) #4 CONT, BRIG SOIL TI
U.N.O. —
NOTES: _
-DETAIL PER CODE FOR SW,SP,GW,GP,GM,GC,SM,SM-SC AND ML SOILS
-TEMPORARILY BRACE WALL IF BACKFILLING BEFORE BRG SOIL 1II111II I II 1 I
THE TOP CONN IS CONSTRUCTED
-DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN ALL OTHER INFORMATION PER STANDARD
EMBEDMENTS
STANDARD DEEP
FLOOR LATERALLY SUPPORTS TOP OF STEM
FWD FOUNDATION WALL -STEM
N.T.S.
A B C
HORIZ J IiAILKF1LL \\� ✓\\
VERT
2" COVER
@ VERT &
DOWEL
CONCRETE WALL
DOWEL w/
900 HOOK
EXTENDED TO TOE
CONCRETE
FOOTING
r
3" COVER
LONG BRIG SOIL I I I I
DRAINAGE PER CODE
SRW I SITE RETAINING WALL
H
D
FINISH GRADE
!rdrr�rlrrar
BRIG SOIL III I � I�
11
ALL OTHER INFORMATION PER STANDARD
NO LATERAL TOP SUPPORT
SCHEDULE
ACI 318-14 FWCBA ( 45 2000 300 0.4 8H) (BSFO SO SLO-0 AFO)
DIMENSIONS
H
E
S
D
A
B
C
W
(Fr -IN)
(Fi-IN)
(IN)
(IN)
(IN)
IN
(IN)
(IN)
4-0
3-6
6
12
24
8
12
44
REINFORCEMENT *1
H
DOWEL
LAP
VERT
HORIZ
LONG
(Fr -IN)
(IN oc)
(IN)
(IN cc)
(IN cc)
(IN cc)
4-0
#4 @ 12
20
1 #4 @ 12
#4 @ 12
#4 @ 8
*NOTES:
i Clear cover requirements u.n.o. - 3" to Sol, 2" to forms in all other locations
2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is
used.
FWSA
N.T.S. SRWA
AB C
FRMG
ICI
HORIZ J
\'IiACKI-ILL
VERT
2" COVER
@ VERT &
DOWEL
CONCRETE WALL
DOWEL w/
900 HOOK
EXTENDED TO TOE
a
s
CONCRETE SLAB
/
CONCRETE FOOTING
3" COVER
—�=—_�
III
CONT 11-111 — I1
BRG SOIL
II —III II
-III-
I
DRAINAGE PER CODE
FWC1
FOUNDATION WALL - CANTILEVER
H
D
SCHEDULE
ACI 318-14 FWCB ( 45 2000 0) ( S )
DIMENSIONS
ID
H
A
B
C
D
(Fr -IN)
(IN)
(IN)
(IN)
(IN)
4
4-0
12
8
8
10
5
5-0
20
8
8
10
6
6-0
28
8
8
10
7
7-0
24
8
16
10
8
8-0
34
8
16
10
9
9-0
44
8
16
12
SO
10-0
1 44
1 10
16
12
11
11-0
1 56
10
18
12
12
12-0
62
1 10
22
14
REINFORCEMENT *1
ID
DOWEL
*2
LAP
(IN)
VERT*2
HORIZ
CONT
4
#4 @ 10
32
#4 @ 10
#4 Co) 12
#4 Co) 10
5
#4 @ 10
32
#4 @ SO
#4 @ 12
#4 @ 10
6
#4 @ 6
32
#4 @ 12
#4 @ 12
#4 @ 10
7
1 #5@8
40
#5916
#4@ 12
#4@ 10
8
#5@6
40
#5@ 12
#4@ 12
#4@ 10
9
#5 Ca) 5
40
#505) 10
#4@ 12
#4@9
10
#5@5
40
#5@ 10
#4@ 10
#4 Co) 9
11
#5 Ca) 4
40
#5 Ca) 8
#4@ 10
#4@9
12
#5 Ca) 4
40
#5 Ca) 4
#4910
#4@6
* NOTES:
1 Clear cover requirements (3" to soil, 2" to forms in all other locations)
2 DOWEL and VERT may be the same piece provided the size and spacing
of the DOWEL is used
D Y LLK
KEY w/
1 STD 90 HOOK
AT TOP
� �•--t� HORIZ
HORIZ
VERT
2" CLR @
VERT &
DOWEL
DOWEL w/
STD 900 HOOK AND
EXTEND TO TOE
FWC21 CANTILEVERED FOUNDATION WALL
3"
CLR
SCHEDULE
ACI 318-14 FWCCB ( 35 2000 275 0.4
1 SO/50 SLO.69-0.46
DIMENSIONS
H
D
K
A
B
C
W
(FT -IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
10-0
12
34
r 36
1 10
1 8
54
REINFORCEMENT *1
H
DOWEL
LAP
VERT
HORIZ
CONT
KEY
*2, *3
*2
(FT -IN)
(IN cc)
(IN)
(IN cc)
(IN cc)
(IN cc)
(IN cc)
10-0
#5@5
40
#5@10
#4@10
#4@8
#4@8
*NOTES:
1 Clear cover requirements u.n.o. - 3" to soil, 2" to forms in all other locations
2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL
is used.
3 Extend the DOWEL to within 2" of the TOE edge
N.T.S. FWCB
�r�irar�
HORIZ
VERT
2" CLR @
VERT &
DOWEL
DOWEL w/
STD 90° HOOK,
EXTEND TO TOE
2„ 2"
CLR CLR
HEEL
FWC31 CANTILEVERED FOUNDATION WALL
SCHEDULE
ACI318-14 FWC-DB (NX) (45 2000 275 0.4 14H) (BFSO S50 SLO-0 AFO)
DIMENSIONS
H
(FT -IN)
E
(FT -IN)
S
(IN)
D
(IN)
K
(IN)
A
(IN)
B
(IN)
C
(IN)
W
(IN)
10-0
10-0
0
12
N/A
22
10
50
82
9-0
9-0
0
12
N/A
18
10
44
72
8-0
8-0
0
12
N/A
16
8
38
62
7-0
7-0
0
10
N/A
12
8
34
54
6-0
6-0
0
10
N/A
8
8
28
44
5-0
5-0
0
10
N/A
8
8
18
34
REINFORCEMENT *1
H
(FT -IN)
DOWE3
(IN cc)
LAP
(IN)
VERT
(IN cc)
HORIZ
(IN cc)
CONr
(IN oc)
TOE
IN cc)
HEEL
(IN cc)
10-0
#5 @ 4
32
#5 @ 8
#4 @ 10
#4 @ 8
#4 @ 10
#5 @ 6
9-0
#5@6
32
#5@12
#4@10
#4@8
#4@16
#5@8
8-0
#5 @ 6
32
#5 @ 12
#4 @ 12
#4 @ 8
#4 @ 16
#5 @ 9
7-0
#5 @ 8
32
#5 @ 16
#4 @ 12
#4 @ 8
None
#4 @ 10
6-0
#4 @ 6
24
#4 @ 12
#4 @ 12
#4 @ 8
None
#4 @ 10
5-0
#4 @ 12
24
#4 @ 12
#4 @ 12
#4 @ 8
None
None
* NOTES:
1 Clear cover requirements u.n.o. - 3" to soil, 2" to forms in all other locations
2 DOWEL and VERT may be the same piece provided the size and spacing of the DOWEL is
used.
N.T.S. FWCD
HORIZ
VERT
2" CLR @
VERT &
DOWEL
DOWEL w/
STD 900 HOOK,
EXTEND TO TOE
2„ 2"
CLR CLR
HEEL
3"
CLR
FWC41 CANTILEVERED FOUNDATION WALL
SCHEDULE
ACI 318-14 NCDB ( 35 2000 275 0.4 7H) (BSFO S50 SLO.6-0.45 AF01
DIMENSIONS
H
E
S
D
A
B
C
W
(FT -IN)
(FT -IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
11-0
9-0
24
14
14
10
44
68
REINFORCEMENT
*1
H
D2WE3L
LAP
VERT
HORIZ
CONT
HEEL
(FT -IN)
(IN oc)
(IN)
(IN oc)
(IN oc)
(IN oc)
(IN oc)
11-0
#5 @ 5
40 #5 @ 10 #4 @ 10
#5 @ 8
#4 @ 8
*NOTES:
1 Clear cover requirements
u.n.o. - 3" to soil, 2" to forms in all
other locations
2 DOWEL
and VERT
may be the same piece provided
the size
and spacing of the
DOWEL is used.
N.T.S. �_J
N.T.S. FWCB �_J N.T.S. FWCD
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ---S213
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TOP STEM: 248.94'
TOP STEM: 248.00'
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SECTION A -A
N.T.S.
KFILL,TyP
NATIVE BEARING
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ENGINEER TO VERIFY
SECTION B-B
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7
DETERMINING THE DEPTH OF
ADJACENT FOOTINGS DISTANCE "B" SHALL NOT BE GREATER THAN DISTANCE "A"
- DEEPEN EXCAVATION AS REQ'D
ADJACENT FOUNDATION DEPTH
FOUNDATION
OR FOOTING
N.T.S. I I N.T.S. AFDA
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ----
LJ
/ \\TOP STEM:
FWC
BACKFILL,
i
NATIVE BEARING/��/��/�x��\��\\��\��\��\��\��/��/
/\ \ \ FWC2
/\/ / / R-10 RIGID INSULATION.
= 60 PSI MIN COMPRESSIVE STRENGTH,
�\ 6" MIN DEPTH, TYP
/ -_-- TOP STEM:229.52'
FWC3
CONSULT — _�\ _ _ _TE
GEOTECHNICAL
ENGMER T — —
EXCAVATION CUTS
SECTION C-C
F(
C
1'
DETERMINING THE DEPTH OF
ADJACENT FOOTINGS DISTANCE "B" SHALL NOT BE GREATER THAN DISTANCE "A"
- DEEPEN EXCAVATION AS REQ'D
ADJACENT FOUNDATION DEPTH
FOUNDATION
OR FOOTING
N.T.S. U N.T.S. AFDA
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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42777
NAIL
This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED:
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SYMBOL
LEGEND - FOUNDATION 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, FWC1, FWC2,
FWC3 or FWC4.
— — —
CONCRETE WALL AND CONTINUOUS FOOTING
See CONCRETE and REINFORCING BAR specifications per DETAIL FWX
F_ -1 F2
SPREAD FOOTING
See CONCRETE and REINFORCING BAR specifications per DETAIL FTG.
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1/4" = 1'-0"
I
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ----
1
0
WALL WALL WALL WALL
LINE LINE L NE LINE
A B C D
CONCRETE PATIO
3 % x 14 LSL (1-1
#HTS30, BEAM
TO STUDS
0
N
GUEST BEDROOM
d
SW
D2 HDR
#HTS30, BEAM
TO 46
BATH #3
WARDROBE
CRAWL SPACE
RAT SLAB
p o>
= c
SW
D2
#HDU11
CTS
N W
#HDU11
CS
#HTT5KT
66 w/
(2) #A35 @ TOP
(2) #A35 @ BTM
FLAT 4x6, LOCATE
ABOVE LOWER WINDOW
#A35 TO POST,
I&IWT RS
1 % x ESL (1-11)
CTP1
#HTS30 BEAM
TO TRIMMERS -
— — — — — — —
DROOPPED 5 Y x 13 YGLB (1- - - - --_
COVERED PORCH
H ____ — -3) ____ HDR
a a rTi//ir/ZT//i.TiiT/7/7/7z;;-f/ 7 Z,
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CRAWL SPACE
(2) 26 STUDS
SW
D2
WALK-IN
CTP2 1
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DROPPED
F— —]4x8 (1-9)
CTS RAT SLAB
2x10 P,T, LEDGER w/ %" 2x10 P,T, LEDGER w/y"
m #ITS TO EXPANSION ANCHOR @ 16"oc w #ITS TO EXPANSION ANCHOR @ 16"oc
LEDGER #HTTSKT LEDGER
— — — Q— n-----:d--------------------- ---�dn— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -------------------G---------------- �T. rir --
e a .d. ----- °..d — —_ —_ ^
Verify expansion anchor embeddment with
EOR.
a - ° e. d. _ a .44
FIRST FLOOR SHEARWALLS & FRAMING ABOVE
1/4" = 11-0"
(3) 2x6 STUDS
3x4 TRIMMER w/
#A34 @ TOP TO 6x8
#A34 @ BTM,
TYP @ WINDOW
6x8 TOP PLATE (1-4
CONCRETE (145 pd) SLAB OVER
DIAPHRAGM, 3 %" MAX THICKNESS
DEAD LOAD 50 PSF MAX
LIVE LOAD 60 PSF MAX
SNOW LOAD 25 PSF MAX
GAME ROOM
IFLJ
(3) 2x6 STUDS
5% x 14 PSL (1-7)
W2
DROPPED
DROPPED f6- DROPPED 4x�— 4x8(1-10E-
L� 4'-0" 4'-0"
CRAWL SPACE
RAT SLAB
DROPPED 4x8 (1-8F DROPPED 4x8 (1-8) F— e
—-------— -
------- —
5'_011 �� 5'-01, L—
2'-3"
2x10 P.T. LEDGER w/%"
#ITS TO EXPANSION ANCHOR @ 16"oc
LEDGER
a
a----- --------- ------
(3) 26 STUDS
�a
(3) 2x6 STUDS
ell
#STHD14 ALIGN w/
STRAP ABV
L (3) 26 STUDS
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
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This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ----
0 1
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SYMBOL LEGEND SLEXP
-------------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
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
DIAPHRAGM PROJECTION Represents elements such as roof eaves, facades, and the like.
the plans.
— — — — — — — — — —
SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Connections
k N, N, \ \
INTERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL
per the SHEARWALL SCHEDULE.
FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
#HOLDOWN MODEL
J I L LIJ
HOLDOWN Represents holdowns which are located at the bottom of the wall where it is called out. Connections are
HANGER Indicates hanger, standard or concealed flange. Provide fasteners in all holes. Reference the GENERAL
wall-to-wall or wall -to fdn u.n.o. Connections per the HOLDOWN SCHEDULE.
STRUCTURAL NOTES for the minimum size hanger. If a different model no. is required, it will be noted on the plan.
BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are
JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 4x8 DF #2 at dropped
spacing between members will be indicated in bold type with a symbol which is representative of the layout of the
condition u.n.o. Flush headers (FRH) shall be 2-1 %4 x 14 LSL RIM at joists u.n.o. Reference detail FRH for
entire level.
installation of the flush rim header.
WALL WALL WALL WALL
LINE LINE LINE LINE
A R C D
I>
SECOND FLOOR SHEARWALLS & FRAMING ABOVE
1/4" = V-0"
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
TOP
� BTM
TRIMMERS
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
M
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42771
f NAIL
This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ----
1
1
Ln
FJ>
WALL fB
TC
WALL
NE LINE
A D
THIRD FLOOR SHEARWALLS & FRAMING ABOVE
1/4" = V-0"
DO NOT SCALE - REFER TO ARCHITECTURAL SHEETS FOR DIMENSIONS
%" SCREWS
SSS Number:
s2308022
Project Name:
Iron Vista - 19126
94th Ave W Lot C
Owner:
LQH, Inc
Project Location:
19126 94th Ave W,
Edmonds, WA
Design Professional:
LQH, Inc
M
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1--1 o
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42771 q
I NAIL
This space reserved for
governing jurisdiction stamps
RECEIVED
Oct 25 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 9/22/2023
REVISED: ----
1
2