REVIEWED RESUB1 DEF SUB1 BLD2021-1482+Structural_Plan+8.19.2022_5.49.51_PM+3062918SHEARWALL SCHEDULE
SW EXP
Notes apply as called out in table below.
1 See detail SWB.
4 See detail SWR. Letter designations a, b, & c refer to specific conditions.
5 See detail SWB.
6 Abutting panel edges require a 2-2x (lamination connection same as WALL BASE PLATE), 3x, or greater stud.
7 See detail DSW.
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 -
ROOF -TO -
WALL BASE PLATE
CALL
FOUNDATION 1
WALL 4
5
OUT
HILTI X-CP 72 P8 S23
#A35 @
*LS50 @
16d @ 4"oc
A
@ 8"oc
16"oc
24"oc 4b
HILTI X-CP 72 P8 S23
#A35 @
*LS50 @
16d @ 3"oc
B
@ 6"oc 8
16"oc
16"oc 4b
HILTI X-CP 72 P8 S23
#A35 @
#LS50 @
2-16d @ 3"oc to 4x
@ 3"oc 8
8"oc
8"oc 4c
rim/blkg
HILTI X-CP 72 P8 S23
#A35 @
*LS50 @
2-16d @ 2"oc to 4x
D
@ 2"oc 8
6"oc
8"oc 4c
rim/blkg
HOLDOWN SCHEDULE
fV
WALL SHEATHING
CALL
OUT
SHEATHING
THICKNESS
EDGE
NAILS
6
15/32"
10d @ 6"oc
4
15/32"
10d @ 4"oc
3
15/32" 6
10d @ Y oc
2
15/32" 6
10d @ 2"oc
22
15/32" both
sides 6, 7
10d @ 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 HDNfor installation.
HOLDOWN / STRAP
FOUNDATION
1, 2, 4, 6
FASTENERS 5
ANCHOR 1, 3, 4, 6
COMMENTS
:#HTT5KT
26 - *SD #10x21/2
#SB5/8"x24
MSTC40
36-16d sinker
N/A
equal number of nails to both connected
elements
#MSTC66
68-16d sinker
N/A
equal number of nails to both connected
elements
TESTS AND INSPECTIONS
INSPECTIONS PER IBC 110:
Foundations, footings, underslab systems and framing are subject to inspection by the building official in
accordance with IBC 110.3 the contractor shall coordinate all required inspections with the building official. In
addition to inspections required by IBC 110, special inspections shall be done in accordance with the "statement
of special inspections" per sections 1704 and 1705.
SPECIAL INSPECTORS:
Special inspectors shall be employed by the owner to provide special inspections for the project. A special
inspector shall be a qualified person who works for an approved agency and demonstrates competence, to the
satisfaction of the building official. The special inspector shall keep records of inspections and furnish them to
the building official and the engineer of record on a regular basis. A final report documenting required special
inspections and the correction of any discrepancies shall be provided prior to the completion of building finishes.
Where fabrication of structural components and assemblies is being performed on the premises of a fa
shop, special inspection of the fabricated items shall be required except where the fabricator is regis
a roved to do such work without special inspection in accordance with IBC section 1704.2.5. Perio s ectio
_ , pp Pe Pe P
The following documentation shall be available o allows inspection at intervals necessary to confirm that work requiring special inspection i pl e with
site for the building inspector: requirements. Continuous special inspection requires that the inspector be on site at that w
requiring special inspection is performed.
! ❑ COE APPROVED ARCHITECTURAL PLAN SET Statement of special inspections per IBC sections 1704 and 1705:
■ Special inspections are required by sections 1704 and 1705 for the items summarized in th cial inspection
COE APPROVED STRUCTURAL PLAN SET schedule located on this sheet:
COE REVIEWED CALCULATION PACKET
ENERGY CREDIT WORKSHEET
SITE PLAN
CIVIL PLAN
■ Original set of plans
RX
X❑ additional structral plans dated Aug. 22, 2022
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
W. W OfILCLIL
BUILDING OFFICIAL
Aug 30 2022
APPROVED DATE
I ■
■ I
I Please see sheets S2.1 and S3.1.
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
Special Inspections, Testing & Structural Observation Schedule
INSPECTION ITEMS
CONTINUOUS
PERIODIC
TESTING
Cdncrete Construction (IBC 1705.3�
Cdncrete strength
Reinforcing placement
X
Anchor bolts & holdowns
X
Embedded items
X
Preparation of test specimens
X
X
Concrete placement
X
X
Steel Construction (IBC 1705.2 & AISC 360)
Fabrication
X
Erection
X
High -Strength Bolts (IBC 1704.3.3)
X
Welding (IBC 1705.2, AISC 360, & AWS D1.1)
Single -pass fillet < 5/16"
X
Welded headed studs
X
Stair & railing
X
Light gage metal
X
Embedded plate
X
Anchoring Systems (IBC 1705.3)
Powder -actuated fasteners
X
Wood Construction (IBC 1705.51
Sill plate anchor bolts
X
Floor diaphragm nailing
X
Shearwall nailing
X
Drag strut installation
X
Holdown installation
X
Structural Observation (IBC 1704.61
Concrete construction
X
Wood construction
X
INSPECTION SCHEDULE NOTES:
"i. Items marked with an "x" shall be inspected in accordance with IBC 1704 by a certified special inspector
from an agency approved by the jurisdiction.
F2. Special inspection shall not be required for work done in an approved farricator's shop per IBC1704.2.5.
verify approval with jurisdiction prior to fabrication.
`3. Continuous special inspection requires the inspector shall be on site at all times that work requiring special
inspection is performed. periodic special inspection shall allow inspection at the intervals necessary to
confirm that work requiring special inspection is in compliance with the requirements.
F4. All welds shall be visually inspected.
'5. All complete penetration welds shall be tested ultrasonically.
'6. Periodic special inspection shall be allowed.
"7. All complete penetration welds shall be tested ultrasonically.
STRUCTURAL STEEL NOTES
STRUCi RAL STEEL shall meet the following minimum properties:
Section Grade F ksi Fu ksi E x 106 (psi)
W-Shapes ASTM A992 50 65 29
L-Shapes ASTM A36 36 58 29
HSS Shapes ASTM A500 46 58 29
C-Shapes ASTM A36 36 58 29
Plates ASTM A36 36 58 29
Bolts ASTM A325
Anchor Bolts ASTM A307
All welding shall conform to the latest edition of the A.W.S. D1.1 "Structural Welding Code". All welds shall be
3/16" minimum u.n.o. Welding electrodes shall be E70XX low hydrogen electrodes for maual shielded metal -arc
welding or equal electrode for other welding processes. Welded joints shall conform to A.W.S. prequalified joint
details for welded construction. All welding shall be performed by W.A.B.O. certified welders.
Fabricators of steel items shall be approved per section 1704.2.2 of the CODE.
All structural steel not embedded in concrete or masonry shall receive one coat of an approved
primer after fabrication and one finish coat after erection. Field burning of holes is not allowed without
approval and/or inspection. Provide washers on all bolted connections.
Structural bolts shall be A325-X Typical U.N.O.
REFERENCE STA NDA RDS:
Steel construction shall conform to the AISC "specification for the design, fabrication and erection of structural
CONCRETE
CONCRETE REQUIREMENTS:
Location Strength Max W/C Ratio
Footings 2500 psi @ 28 days 0.55
Isolated Footings 2500 psi @ 28 days 0.55
Continuous Footings 2500 psi @ 28 days 0.55
Slabs -on -grade 2500 psi @ 28 days 0.55
Walls 3500 psi @ 28 days 0.45
AIR CONTENT:
Concrete exposed to weather shall contain 5% +/-1% entrained air.
MD( DESIGN:
Shall be based on field experience or trial mixtures in conformance with the specifications.
Mix designs shall be submittd to the Building Official two weeks prior to ttheir first use.
MATERIAL REQUIREMENTS:
Cement: ASTM C150 Admixt
Aggregates: ASTM C33 Water:
PLACING REQUIREMENTS:
PLACING:
Place concrete as nearly as practi<
the concrete shall not exceed 5 fe(
DEBRIS:
Remove all debris from forms prio
CONSOLIDATION:
Consolidate concrete by suitable rr
corners of forms.
CURING:
Concrete shall be main a
WEATHER CONDITI
Adequate pr s s
RCIIVG BARS:
Us ormed bars conforming to ASTM A615, grade 60, except as noted on the drawings.
WELDED WIRE FA BRIC:
Smooth fabric shall conform to ASTM A185.
All WWF shall be 6x6 W2.9xW2.9 U.N.O. Lap reinforcemnt 8" minimum
FABRICATION AND PLACING REOL IREMENTS:
BENDING:
Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent unless noted or shown
otherwise or authorized by the engineer.
PLA CINIG:
Reinforcement shall be supported and tied to prevent displacement by construction loads or by placing of
concrete. Maximum spacing of supports shall be T-6".
CONCRETE COVER:
Minimum concrete cover for reinf. Shall be as follows, unless noted otherwise:
Concrete cast against earth 3"
Concrete cast against forms and exposed to earth 2"
WELDING:
Do not weld reinforcing bars.
WET SETTINGS:
Reinforcement anchor bolts, or any embedded item within the concrete, may not be set into the concrete
after it has been poured within the forms.
LA P SPLICES:
Provide the following lap lengths: #4 bars 24"
#5 bars 30"
SHOP DRAWING REVIEW
Once the contractor has completed his review, the Engineer of Record (EOR) will review the submittal for
general conformance with the design concept and the contract documents for the building and will stamp the
submittal accordingly. Redmarks or comments shall not be construed as relieving the contractor from
compliance with the project plans and specifications.
The Engineer of Record will review shop drawings for design intent only. Verification of dimensions and
quantities are the responsibility of the contractor.
Components primarily designed by the Manufacturer shall be stamped by a licensed engineer. A cursory
review for design loads used and their impact on the structure shall be performed.
Shop drawings shall be reviewed and signed by the contractor prior to the Engineer's review. A copy shall
be provided for the Engineers record as well as any plans required for signature.
Shop drawings are an aid for field placement and are superseded by the structural drawings. It shall be the
contractors responsibility to make certain all construction is in agreement with latest structural drawings.
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.
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 -W
4. Lap one full mesh at splices.
CLEAR COVER 3" clr when cast against Earth and 2" clr in all oth cations, u.n.o.
See applicable detail(s): RI
FOOTING DRAINAGE Footing drainage per Building Code se 5.4.2 & Residential Code section
R405.1.
WOOD FRAMING in contact with concrete aso or exposed to w r, shall be pressure treated.
Numbers in parenthesis, IE (1-1), refer to cor on ngineeri calcu ations.
CONNECTORS AND FASTENS ner lu ashers, and connectors in contact
with pressure treated shal inc galvanized.
EXCEPTION: P e ten ding nuts and washers, in SBX/DOT and zinc borate
preservative ted woo an rior, environment shall be permitted.
SOLIDSAWN L R shall the owing minimum grades (u.n.o.) conforming to "WWPA GRADING
RLAdMOR WEST UMBE test edition:
1FX and wider
DF#1
4X
DF#2
and greater
DF#2
x 8 and smaller
DF#2
or 2x DF#2
ENGINEERED WOOD shall meet the following minimum properties:
Callout E x 106 (psi) Fb(psi) Fc par (psi) Fc perp (psi) Fv(psi)
LVL 2.0E 3100 3000 750 285
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.
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.).
Party walls shall be parallel walls with a 1" gap between. Each wall shall be framed with 2x4 studs at 16"oc
max with double 2x top plate, and 2x base plate.
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
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:
15/32" CIS rated with a 24/16 span rating.
See applicable detail(s): SWE
ROOF DIAPHRAGM Install either OSB or CD sheathing:
15/32 OSB rated sheathing with a 24/16 span rating;
panel clips required when spacing is greater than 20" oc.
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.
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
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.
P PP
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 VEA NY QUESTIONS OR CONCERNS CONTA CT 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: s2105014
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
BILK
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
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
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 II
Wind Design Data
Basic Wind Speed (3 sec gust) mph
98
Surface Roughness
B
Wind Exposure Category
D
Earthquake Design Data
Seismic Importance Factor, 1,
1.00
Site Classification
D
Short Period Acceleration, S,
1.288
1-Second Acceleration, S1
0.454
Seismic Design Category
D
Spectral Response Coefficient, SIDS
0.859
Spectral Response Coefficient, Sol
0.559
Gravity Load Data
Internal Pressure Coefficient +/-
0.18
Topographic Factor, KA
1.00
Ground Elevation Factor, K,
1.00
Seismic Force Resisting System
ITable 12.2-1: A-15
2016 Equiv. Lateral Force Procedure
Response Modification Factor, R
5 Transverse
5 Longitudinal
Seismic Response Coefficient, C,
0.132 Transverse
0.132 Longitudinal
Seismic Base Shear, V
91795 Ibs
Roofs: loads are psf
Dead Live
Snow
Roof Decking4
-Pitches < 8:12 18 0
25
Rafters'
-Pitches < 8:12 15 0
25
•OccupiableZ 20 60
25
Floors: loads are psf
Dead Live
Snow
Decking3 65 40
0
Decks: loads are psf
Dead Live
Snow
Decking3 65 60
25
Notes apply as called out in table above.
1 Rafters of sawn lumber or wood I -joists.
2 Roof has direct access and is intended to be used by occupants as living space.
3 Concrete composite steel decking.
4 Steel roof decking.
Soil Data
Allowable Soil Bearing
2000
psf
Passive Earth Pressure
1225
pcf
Active Soil Pressure
1 35 pcf
Coefficient of Friction
10.40
At -Rest Soil Pressure
1 55
pcf
Unit Weight of Soil
125
pcf
Company: Cobalt Geosciences Report #: N/A Date: 5/27/21
WNG WARNING
N.T.S.
THIS IS INTENDED TO DRAW ATTENTION TO
FREQUENTLY EXPERIENCED DIFFICULTIES IN
CONSTRUCTION:
• LONG LEAD ITEMS
• DIFFICULT FIELD RETROFITS
• LIMITED OPTIONS FOR RETROFITS
WNG
SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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governing jurisdiction stamps
RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
bld2021-1482
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
silo
EXTENT OF
SHEARWALL
SWE SHEARWALL ELEVATION
N.T.S.
EXTENT OF
SHEARWALL r rn ,,, .ram f TPS SWF SWR
%.nlFFLL JI UU UnJL FLnIL
1OIf you can't lap the sheathing then you
DIAPHRAGM PER
must install the A35's as shown (Not Optional)
STRUCT NOTES
DIAPHRAGM PER
STRUCT NOTES PROVIDE
BLK'G @ 48"oc
RAFTER
#A35 PER
SW SCHED
GABLE RAFTER
BLKG
EDGE NAILS - O
EDGE NAILS
#H2.5 @ ALL
ROOF MEMBERS
# A35 PER
SW SCHED
SHEARWALL w/
RAFTER BEARING
SHEARWALL w/ RAFTER PARALLEL
SWRI SHEARWALL ROOF CONNECTIONS
N.T.S.
FDN
WALL
ANCH PER
SW SCHED
2x SILL U.N,O.
PER SW SCHED
SHEARWALLS TO FOUNDATION
X-CP 72 P8 S23 HILTI POWDER
ACTUATED FASTENERS, SPACING
PER SHEAR WALL SCHEDULE SHEAR WALL PER PLAN
P.T. 2x SILL PLATE SHEAR WALL EDGE NAILS
d .
CONCRETE SLAB & DECKING
SHEARWALLS TO SLAB
SWB SHEARWALL BASE PLATE &FOUNDATION CONNECTIONS
N.T.S.
(8)16d EVENLY SPACED,
TYP U.N.O.
4N SPLICE
TOP PLATE SPLICE
16d @ 16" oc
TYP FACE NAILS
MIN 2x
DISCONTINUOUS
DBL TOP PLATE
POST
SWBA
BEAM
#CS16 w/,
(13) 8d NAILS EA END
DISCONTINUOUS DBL TOP PLATE
DOUBLE TOP PLATE SPLICE
N.T.S. TPSA
SWRB
BOUNDARY NAIL ALONG
LENGTH OF COLLECTOR
COLLECTOR
BOUNDARY NAIL ALONG
LENGTH OF rnI I [rTnn
L DIAPHRAGM PER
STRUCT NOTES
INTERMEDIATE FRAMING ABUTTING PANEL EDGES
DIAPHRAGM TO COLLECTOR
N.T.S. DTCA
4x6 MIN
ADJACENT TO 2x4
PARTY WALLS
SHEATHING PER
SCHED
WALL FRMG
ALL
PLAN VIEW SHEATHING PER
SCHED
DSW DBL SIDED SW AT ADJOINING WALLS
N.T.S. DSWB
BOTTOM PLATE
FLOOR SHEATHING
DBL TOP PLATE
#PSPN516 w/
8-16d NAILS II
TOP PLATE, E.
— PLUMBING
#PSPN58 w/
1-8d NAIL INTO
BASE PLATE, E,S.
NOTCH AS
REQUIRED
WALL STUD, TYP WALL STUD, 7
TYP
PENETRATION OF FRAMING - EXTERIOR WALL
N.T.S.
4 6" #HTT5KT
II
(2) 2x6
U.N.O.
56
116
HTT5KT- A
HDN HOLDOWNS
N.T.S.
DBL 2x STUD
EDGE NAILING
HOLDOWN
EMBEDDED
STRAP
STUDS PER
HOLDOWN SCHED
EDGE NAILING
2x STUD
#MSTC
STRAP
(2) 2x STUDS U.N.O.
MSTC STRANA)
SW SHEATHING
STRAP SHOWN
AROUND CORNER
HOLDOWN AT CORNER
N.T.S.
HOCA
DEPTH
DO NOT MAKE PENETRATIONS OR NOTCHES
IN THE SHADED AREA OF THE BEAM WITHOUT
PRIOR APPROVAL OF THE ENGINEER
i
MIN CLEAR SPACING
SHALL BE 2x THE
DIAMETER OF THE
LARGER HOLE PENETRATIONS IN THIS AREA DO NOT
REQUIRE APPROVAL FROM THE ENGINEER
DEPTH ) O 01
DEPTH
SPAN % SPAN % SPAN
SAWN
SPAN
HOLE DIAMETER SHALL NOT EXCEED 2" U.N.O.
HOLE DIAMETER FOR LSL BEAMS SHALL BE:
3" FOR 93/2" DEPTH
3 8" FOR 11%" DEPTH
4 8" FOR 14"-16 DEPTH
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
_E_
DEPTH % DEPTH Q O 0:1 :1
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.C.
MAX HOLE DIAMETER FOR LSL BEAMS SHALL BE:
PSL LVL &LSL 3" FOR 91/" DEPTH
3%" FOR 117/8" DEPTH
A 4 8" FOR 14"-16 DEPTH A
BEAM PENETRATIONS, TYPICAL DETAIL
N.T.S. BPAA
1 & #CS16
6)10d
TOWN
REQD
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)
6%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.
SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S210
0 LA
0
N
ru
�I
ru
Ln
Ln
fV
_i
N
N
BUILT-UP CURB/RAIL
PER ARCHITECTURAL
BUILT-UP CURB/RAIL
DIAPHRAGM
X ENP POWDER ACTUATED FASTENERS
PER ARCHITECTURAL
BOUNDARY NAILS
ROOF DECKING
CONTINUOUS BEAM
AT EAVE
CONTINUOUS BEAM
AT EAVE
L3x3x % w/
%" O x 4%" #SDS @ 12"oc MAX
(4) BAYS OF FULL -DEPTH 2x
PARAPET
PARAPET
PARAPET
BLK'G w/ DIAPHRAGM
BOUNDARY NAILS @ 4 oM
2 ROWS E 4 x #SDS, TOP
()
JOIST w/ DIAPHRAGM
BOUNDARY NAILS @ 6"oc DIAPHRAGM
2x LEDGER w/
1 �� 1 ��
(2) ROWS / 4 x 4/ #SDS TOP
PLATE TO BEAM @ 16"oc MAX
BLK'G OCCURS @ 48"0c MAX
�
16
PLATE TO BEAM @ 16"oc MAX
OCCURS @ 48 oc MAX � BOUNDARY NAILS �
%"4 x 4%" #SDS @ 16"oc MAX
#DTT2Z w/
(8) %" 0 x 1%" #SDS,
OCCURS @ 48"oc
(4) BAYS OF FULL -DEPTH 2x
BLK'G w/ DIAPHRAGM
BOUNDARY NAILS @ 4"oc,
BLK'G OCCURS @ 48"oc MAX
#BP% BEARING
#BP% BEARING
#BP% BEARING
PLATE, TYP
#L(
PLATE, TYP
'
PLATE, TYP
Op
Tppp Ug�F
#DTT2Z w/ HANGER
2x10 LEDGER w/L
�TF
2x10 LEDGER w/
(2) %" O x 4%" #SDS @ 16"oc MAX
(8) %" O x 1%" #SDS,
OCCURS @ 48"oc 2x10 LEDGER w/
#DTT2Z w/
(2) %"4 x 4%" #SDS @ 16"oc MAX (8) %"4 x 1%" #SDS,
�pS
r r, 8dN 16v
(2) %" 4 x 4%" #SDS @ 16"oc MAX
OCCURS @ 48"oc
MINFN��FN�T
BALLOON -FRAMED WALL FROM
BALLOON -FRAMED WALL FROM
y
LEVEL 2 TO TOP OF PARAPET
BALLOON -FRAMED WALL FROM
LEVEL 2 TO TOP OF PARAPET
A
LEVEL 2 TO TOP OF PARAPET
A
A
DIAPHRAGM CONNECTION
N.T.S.
DIAPHRAGM CONNECTION
N.T.S.
0
REVISION: STAIR DESIGN, 8/19/2022
36" MAX
INFILL BY OTHERS,
4" SPHERE SHALL NOT FIT BETWEEN INFILL
%" x 2%" A36 FLAT BAR
MIN
3/16 TYP
%" x 2" A36 FLAT BAR
48"oc MAX SPACING
0
A -A
13" WIDE x 41" LONG x 3%" THICK
WOOD STAIR TREADS,
MINIMUM STRUCTURAL PROPERTIES:
Fb = 1000 psi
G=0.5
Fv = 180 psi
Fc F = 625 psi
DIAPHRAGM CONNECTION
N.T.S.
DESIGN NOTE
THIS RAIL IS DESIGNED TO RESIST THE FOLLOWING LOADS:
GUARD RAIL POST - 200 LB CONCENTRATED LOAD IN
ANY DIRECTION AT TOP
TOP RAIL - 50 POUNDS PER LINEAL FOOT LOAD IN ANY
DIRECTION ALONG ENTIRE LENGTH
GUARDRAIL INFILL COMPONENTS - 50 PSF APPLIED
HORIZONTALLY NORMAL TO THE INFILL
A36 %" x 5" x 5" w/
(4) 8" 0 x 3" LAG SCREWS
INTO WOOD TREAD
SECTION A -A
511
0 0
5"
i
3"
4
3"
4
(4) %" 4 HOLES
GUARDRAIL POST APPLICATION - ELEVATION VIEW
N.T.S.
GUARD POST ATTATCHMENT TO TREAD,
REFERENCE DETAIL GPA
A -A
13" WIDE x 41" LONG x 3%" THICK
WOOD STAIR TREADS,
MINIMUM STRUCTURAL PROPERTIES:
Fb =1000 psi
G=0.5
Fv = 180 psi
Fc F = 625 psi
STAIR TREAD CONNECTION
N.T.S.
WBC I WIND BEAM CORNER (ISOMETRIC)
N.T.S.
BEAM OR'^" T
HANGEF
UF0I 1 IV—,
BEAM
INVERTED HANGER AT CANTILEVER
N.T.S.
11" 1" 5" 5" I1" 11n
IHCA
• ll I AI Ill i-B II w/
'LAG SCREWS
SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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19
This space reserved for
governing jurisdiction stamps
RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
T8/19/2022
S211
SLAB r 12�I#4 CONT @ 8"oc
a . 3" CLR
—III—III—III—III— I I —III —III I —III—III—I I
16" WIDE BRIG
TYP U.N.O. SOIL
NOTE:
WHEN THICKENED SLAB IS ISOLATED, #4 BARS SHALL BE PLACED EACH WAY
TSF THICKENED SLAB FOOTING
N.T.S. TSFA
BAR
LAP
#3
24"
#4
32"
#5
40"
LAP
REBAR
REBAR
REBAR LAP SPLICE
N.T.S.
NON -SHRINK GROUT:
SHALL MEET ASTM C 1107
2000psi in 24 hours
6000psi in 28 days
PLACEMENT:
Use a mixer large enough to permit continuous placement before any part of the grout has set. Place the grout quickly. Rodding the grout lightly will
help move material. Avoid vibration which can cause bleeding and segregation.
The air, mix & substrate temperatures should all be between 40°F (4.4°C) and 90°F
nInnI rUnThiv rnnl PT
TOP OF FDN i
1"
GROUTED BASE PLATE
N.T.S.
SLAB ON GRADE
a
d �
a d
a ° a a
DEPTH PER
ARCHITECTURAL
4'-0" MAX
5" TYP
U.N.O.
#4 HORIZ AT TOP OF WALL
a a a d a°. a °
Q a e
d d
d
° a d d 4
d a
d
d 4 °
d - - - ° d.
d ° -
° d a 4 °
dd. 9
d
d ° ° d
a °
d
d
° d d.. a d d °-
d .. ° d
d d a °
° .d.-
° d d °d d
d
da a d A
d
d a d- °- °.
ae
d p d
° d
a ° 4 °d a as a
°d
° a a a
d
°.
° ad d
<4 4Q d
a d °d
a a
° d
d
° a d a d ° ° $$
d ° d ° d dJ
° d
6"
FOUNDATION
DIMENSION PER ARCHITECTURAL
#5 @ 12"oc VERT CENTERED,
DOWEL INTO FTG w/ STD HOOK,
TYP U.N.0.
#5 @ 16" cc HORZ,
TYP U.N.O.
FOOTING
d G d d
A °, d a
a a' d
a.
d.
#5 @ 10"oc EA WAY
EP ELEVATOR PIT - SECTION VIEW
N.T.S.
#5 HORIZ @ 16"oc
#5 VERTS @ 16"oc, STD
HOOK INTO FOOTING
(4) #5 VERTS @ EACH
END, SPACING @ 3"oc,
STD HOOK INTO FOOTING
3500 psi CONCRETE
SHEAR WALL
6" STEMWALL
d
°
°
4
°
°
a
d
d
a
a
..
a
d
a
d
2"
CLR
_ d
_
-
d
d
^
d
4.
d
°
°
_
Q
_
d _
4
d
°
-
Q
d
. d
a
°
°
d
d.
°
d
Q
-°
d
d
°
4
a
d
°
d
d
°
d
°
d
CONT BARS 3
PER SECTION CLR
SPECIAL CONCRETE SHEAR WALL ELEVATION VIEW
I
#4 @ 12"oc
BARS @ T01
(6) #5 C01`
@ T01
GRAC
3'-4"
U.N.O.
-0" MAX TOP OF
3TEMWALL TO
GRADE BEAM
#4 CONT w/in P.T. SILL PLATE
TOP 12" OF WALL & A.B.
CONC SLAB CONIC STEM WALL
ON GRADE CTRD ON FTG, U.N.O.
6" U.N. \ FINISH GRAD>,/\ 2 -0 MAX
4'-6" MAX / BETWEEN
16" MIN #4 @ 48"oc i GRADES
VERT / #4 @ 48"oc
#4 AT BTM
/ /\ DOWELS w/
14" EXTENSION
\oil INTO WALL & STD
HOOK IN FTG
CONICFTG 16" x 16" w/ •
(4) #4 CONT, U.N.O.
GBP �-
3" CLR
BRIG SOIL =11 I II
NOTES:
-CENTER VERTS AND DOWELS IN STEM WALL
-DEEPEN FOUNDATION AS REQD TO ACCOMODATE FOR HOLDOWN
EMBEDMENTS
EP
D
4d or
2%" MIN.
BAR
D
#3
1 %"
#4
2"
#5
2%"
#6
4%"
#7
5%"
#8
6"
LEGEND
d = BAR DIAMETER
D = FINISHED BEND DIAMETER
Note:
1. STANDARD HOOKS SHALL CONFORM TO ACI 318
SECTION 25.3
12d 2. REINFORCING SHALL BE COLD BENT.
STANDARD HOOKS
N.T.S. SHA
FOOTING SCHEDULE
CENTER UNDER CONCENTRATED LOAD U.N.O.
FOOTING SIZE
RE9 ORCEMENT
ID
WIDTH
(Transverse)
LENGTH
(Longitude)
THICKNESS
LONGITUDE
TRANSVERSE
F2.5
2'-6"
2'-6"
16"
5 #4's
F5
5'-0"
5'-0"
16"
(6) #5's
(6) #5's
F6
6'-0"
6'-0"
1 16"
(7) #5's
(7) #5's
F3-5
T-0"
T-O"
16"
(4) #5's
(6) #5's
LONGITUDE REINF
TRANSVERSE REINF POST TO FTG
FTG @ WALL
THICKNESS
LENGTH
WIDTH(LONGITUDE)FTG @ WALL CORNER
(TRANSVERSE) \/v/
—1 PLYNTH ON FTG
FOOTING, TYPICAL
FOUNDATION WALL
MI
REQUIREDTRED
ANCHORAG
HOLDOWN SCH
HOLDOWN
HOLDOWN ANCHOR e ANCHOR
e
EMBEDDED
STRAP
e I //
j/ EMBEDDED STRAP
VEMBEDMENTS
DEEPEN FOUNDATION AS REQD TO
ACCOMODATE FOR HOLDOWN
L — — — INTO WALL
MINIMUM HOLDOWN EMBEDMENT
N.T.S. MHE
WALL SHALL
Y' DEEP MIN
(2) #4 HORIZ CONT
@ TOP OF WALL
1Z" CLC,
TYP
n
REINFORCED FOUNDATION ANCHOR
3/4" = V-0"
STD 900 HOOK INTO
INTERSECTING GR BEAM
•
•
GR BEAM
FOOTINGS REINF
MATCH HORIZ
REINF
V-6" CORNER BAR @ ALL
OUTER REINF
r REINF
STD 900 HOOK INT MATCH HORIZ \
INTERSECTING GR BEAM REINF
ALTERNATE EA BAR V-6" CORNER BAR @ ALL
OUTER REINF
REINFORCEMENT AT INTERSECTIONS
N.T.S. I I N.T.S. FTGA U N.T.S. RIAA
SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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This space reserved for
governing jurisdiction stamps
RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S2,2
BFl I BEAM TO FOUNDATION BEARING
N.T.S.
GROUT AFTER
INSTALLATION
R X"X10"X10"W/
(4) 8" 0 A325-N BOLTS
GAGE = 5"
5"
8" MIN
EMBED 4 a
d d
a
a
a
COLUMN TO FOUNDATION
n
— W10x49
-v A -A r SLAB ON GRADE
EACH
1/4 SIDE
v
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S2.2
DBL NUT w/
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TYPICAL a 4
FOOTING PER PLAN
SECTION A -A
21'
5"
z
SECTION A -A
i
■
511
(2) %" 0 A.B.
8" MIN EMBED
BF2 BEAM TO FOUNDATION BEARING
N.T.S.
COLUMN TO FOUNDATION
SECTION A -A
DF1
S2.6
d
a
1'-6"
3" MIN44
a
a
d a d
4°
a
8" 5"
4
SECTION A -A
411
4
(2) %" 0 A.B.
8" MIN EMBED
BEAM TO FOUNDATION BEARING
N.T.S.
W8x18
GROUT AFTER
SLAB ON GRADE
INSTALLATION
77A-A
IF%" x 5%" x 8%" w/
$
EACH
�1/4SIDE
(4) 8" 0 A325-N BOLTS
GAGE = 3%"
G
4
G GBP
8" MIN
52.2
EMBED
a
� d ° DBL NUT w/
#BP 5/8 BRIG PLATE,
Q TYPICAL
FOOTING PER PLAN
COLUMN TO FOUNDATION
N.T.S. LJ N.T.S. I I N.T.S.
HSS4x4x %6
GROUT AFTER INSTALLATION A A SLAB ON GRADE
R 8"x7"x7"w/ 15 I / a °
14
(4) 8" 0 A325-N BOLTS
GAGE = 5"
> d d 4
a GBP a
a 8" MIN
EMBED
DBL NUT w/
° d #BP 5/8 BRIG PLATE,
a TYPICAL
FOOTING PER PLAN
COLUMN TO FOUNDATION
SECTION A -A
1 J 1
1"
5" 4
31'
I � Z
1�
311�
2
�
COLUMN TO FOUNDATION
N.T.S. I I N.T.S.
EACH
SIDE
SECTION A -A
SECTION A -A
4
SECTION A -A
1" J4 1"
2
0 0
11�
8
2„ 0 0
25
SECTION A -A - MIDWALL $„ $„
4
3"
HSS3x3x %6TN7 4 2 ® U
0 4
2"
I I
2 %"0 AB
( ) s 1/4
12" MIN EMBED
NW 4" 4"
A -A
1GBP1 FOUNDATION
S2.2
v p
D
v
D v
D
D
v
v pp
D v
DBL NUT w/
#BP 5/8 BRG PLATE,
TYPICAL
F6 COLUMN TO FOUNDATION
N.T.S.
SECTION A -A - CORNER
11 1
64 I I 1,
4
L
2"
SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
M
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This space reserved for
governing jurisdiction stamps
RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S213
SSS Number:
s2105014
Project Name:
BEAM CONTINUES OVER 332 Sunset Ave. N
SECTION A -A SECTION A -A SUPPORT WHERE APPLICABLE
SECTION A -A BEAM CONTINUES OVER SECTION A -A a BEAM CONTINUES OVER
W14x68 ¢ SUPPORT WHERE APPLICABLE ¢ SUPPORT WHERE APPLICABLE
W1005 W10x45 W1005 W10x45 Owner:
[Ron Colwill]
1i
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1" 1i GAP
5" z 5" 6"
6„ Project Location:
332 Sunset Ave N,
Edmonds, WA
��Zzzz _E0 A $.
I n ] n n I I n ] n n I n ] n n
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TYP (4) %" 0 A325-N BOLTS q %" x 4%" x 8" w/ TYP (2) %" 0 A325-N BOLTS
GAGE = 5" 3„ 3/16 I I 1 6 „ I I 1i %3116 TYP
(2) %"� A325 N BOLTS 3/16 Design Professional:
1
GAGE = 5 3„ GAGE = 6" 1„ Blake Fisher
3Z" 24 TYP (2) / 0 A325-N BOLTS 3/16 3z 14 4 24
I C I HSS3x3x%6 I I I HSS4x4x%6 Architecture
GAGE = 6" 2i„ I � I � I� I I� I 5 4" HSS3x3x/6JL�L
I � I HSS4x4x %6
BC1 BEAM COLUMN BEARING BC2 BEAM COLUMN BEARING BC3 BEAM COLUMN BEARING BC4 BEAM COLUMN BEARING
M
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Y2"FULL-DEPTH ¢ BEAM CONTINUES OVER BEAM CONTINUES OVER
q
STIFFENER E.S. ¢ q %" FULL -DEPTH ¢ SUPPORT WHERE APPLICABLE C z
SUPPORT WHERE APPLICABLE STIFFENER E.S.
W10MATCH BEAM WIDTH MATCH BEAM WIDTH W10x30 Z
x W10x45 W10x45
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32" 5" 1" TYP EACH EACH
2" 141 1 1/4 SIDE 1/4 SIDE E
TYP i GAP p
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I 4 4�� TYP 4�� 3q TYP -8 p1
1
q %" x 5%" x 7" w/
T�,p (4) %" 0 A325-N BOLTS
3i I GAGE = 3%" 1„ I 3/16 @�
I
2- 3- q Y8" x 5Y4" x 8y8" w/ � X
4 14 I Z HSS3x3x %6 2�� q jx g�� x g�� w/ �� q %" x 8" x 8" wl ��
TYP I I (4) %" A325 N BOLTS TYP I (4) %" 0 A325-N BOLTS 1 I I (4) %" 0 A325-N BOLTS
GAGE - 4" GAGE = 4" TYP GAGE = 3%" C
II - EACH II 1" OFFSET EACH II 2" OFFSET EACH —
II W801, SEE PLAN FOR 1/4 SIDE II 1SIFFENER q 1/4 SIDE II 1SIFFENER 1/4 SIDE
COLUMN ORIENTATION W8x18
W8x31, SEE PLAN FOR
COLUMN ORIENTATION
�.� I.ESC�F.Q
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q %" FULL -DEPTH ¢ SUPPORT WHERE APPLICABLE
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Aug 22 2022
W1000 W1000 DEVELOPMENTCITY OF E SERVICES
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SECTION A -A
SECTION A -A 332 Sunset Ave. N
CSC SECTION A -A SECTION A -A
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5" 34" 48 TYP
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1/4 SIDE Blake Fisher
Architecture
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W10 PER PLAN COPE T&B FLANGES W10 PER PLAN g
2 2 COPE T&B FLANGES CITY 2 2 2 COPE T&B FLANGES DEVELOPMENT FEDSOERVICES
W1OX3O 3„ DEPARTMENT
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(2) FASTENERS AT BUTTED CONDITION
(1) FASTENER AT CONT. CONDITION
C6x10.5 TYPICAL ALONG ENTIRE LENGTH
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END OF HSS
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--------- — — — — — — — -------------------
ROA I ROOF OVERHANG ATTACHMENT
N.T.S.
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STEEL BEAM PER PLAN
SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S216
CANTILEVER CONDITION
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2" TYP
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SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S2,7
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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.
L -1 F2
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SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S310
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 \ \ \
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
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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.
JOIST, TRUSS, OR RAFTER Repetitive member symbol points in the direction of the span. The type, size and max
BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are
spacing between members will be indicated in bold type with a symbol which is representative of the layout of the
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 (or 4x6) U.N.O.
entire level.
on the plan.
WALL WALL WALL WALL
LINE LINE LINE LINE
A B C D
OREVISION: STAIR DESIGNI 8II19 2022
BOTH SIDES $2 5 W1009 (1-110)
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Project Name:
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Owner:
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Design Professional:
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RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
8/19/2022
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Project Name:
332 Sunset Ave. N
Owner:
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Project Location:
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Design Professional:
Blake Fisher
Architecture
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Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S3,2
SYMBOL LEGEND SLEXP
-------------------
DIAPHRAGM BOUNDARY Represents boundaries of the FLOOR DIAPHRAGM and ROOF DIAPHRAGM.
POS dicates the location of a post within walls below framing. Sizes are indicated on the plan. Grades are
is 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.
SHEARWALL Represents walls which are shearwalls and shows the extents of that wall. Ins
TERIOR BEARING WALL Indicates interior walls which support repetitive members. Construct per WALL
per the SHEARWALL SCHEDULE.
P,FRAMING & BEARING in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan.
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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 WN EDULE.
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 R 'tiveUesypo he direction of the span. The type, size and max
BEAM or HEADER Represents the location of a beam or header. Sizes are indicated on the plan. Grades are
spacing between member ill be ateith a symbol which is representative of the layout of the
indicated in the GENERAL STRUCTURAL NOTES, U.N.O. on the plan. Headers (HDR) shall be 2-2x6 (or 4x6) U.N.O.
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SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S313
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SSS Number:
s2105014
Project Name:
332 Sunset Ave. N
Owner:
[Ron Colwill]
Project Location:
332 Sunset Ave N,
Edmonds, WA
Design Professional:
Blake Fisher
Architecture
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This space reserved for
governing jurisdiction stamps
RESUB
Aug 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ORIGIN DATE: 10/20/2021
REVISED: 1/25/2022
S3,4