APPROVED RESUB1 BLD2023-0164+Architectural_Plan+3.15.2023_11.26.10_AM+3422615STRUCTURAL NOTES
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE LOCAL
JURISDICTION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE
THE LATEST EDITION.
DESIGN LOADS
LIVE LOADS:
SNOW 25 PSF
EARTHQUAKE LOADS. -
SITE CLASS
D
SHORT PERIOD SPECTRAL RESPONSE (SpS)
1.03
ONE SECOND SPECTRAL RESPONSE (SDI)
0.56
OCCUPANCY CATEGORY
ll
SEISMIC IMPORTANCE FACTOR 00
1.00
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
WOOD S.W.
RESPONSE MODIFICATION FACTOR, (R)
6.5
SEISMIC RESPONSE COEFFICIENT (CS)
0.159
WIND LOADS
ULT. BASIC WIND SPEED (3 SECOND GUST) 100 MPH
EXPOSURE B
KZT 1.00
SPECIAL INSPECTION
SPECIAL INSPECTION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY
THE LOCAL JURISDICTION FOR THE FOLLOWING ITEMS:
• SOILS (SECTION/TABLE 1705.6)
• CONCRETE (SECTION/TABLE1705.3)
• WOOD (SECTION 1705.5)
REFER TO IBC SECTION 1705.10 AND 1705.11 FOR ADDITIONAL INSPECTION REQUIREMENTS FOR THE
STRUCTURAL COMPONENTS OF THE LATERAL FORCE RESISTING SYSTEM.
COORDINATE WITH THE CITY OF BELLEVUE BUILDING INSPECTOR FOR REQUIREMENTS OF SPECIAL
INSPECTION OF FIELD INSTALLED POST -INSTALLED CONCRETE EMBEDS PRIOR TO INSTALLATION.
ALL INSPECTIONS SHALL BE PERFORMED BY QUALIFIED TESTING AGENCY DESIGNATED BY THE
OWNER. THE ARCHITECT, ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
INSPECTION REPORTS. IF ANY INSPECTION FAILS TO MEET THE REQUIREMENTS OF THE CONTRACT
DOCUMENTS, IT SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM.
STRUCTURAL OBSERVATION
STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE
REQUIRED BY THE LOCAL JURISDITION. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE
RESPONSIBILITY FOR ANY SPECIAL INSPECTIONS REQUIRED. NOTIFY THE ENGINEER A MINIMUM OF ONE
WEEK PRIOR TO THE OBSERVATION.
FOUNDATIONS.
THE FOLLOWING SOIL DESIGN PARAMETERS HAVE BEEN ASSUMED. IF EXCAVATION SHOWS THAT SOIL
CONDITIONS DO NOT MATCH THE LISTED DESIGN VALUES, A GEOTECHNICAL ENGINEER SHALL BE
RETAINED TO EVALUATE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION
REDESIGN.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615 GRADE 60.
REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED
WIRE REINFORCING SHALL CONFORM TO ASTM A 185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH
12" LAPS AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED TO INCLUDE HOOKS AND BENDS IN ACCORDANCE WITH ACI
SP-66 AND ACI 318. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE PER THE SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, IF REQUIRED, SHALL BE BYAN ICBO APPROVED SYSTEM,
AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. ALL SPLICE DEVICES
SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.
WET -SETTING ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY
EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE ENGINEER.
REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING STEEL REQUIREMENTS.
DEVELOPMENT LENGTH AND LAP SPLICE
REINFORCING DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE AS FOLLOWS. ALL LENGTHS ARE IN
INCHES BASED ON GRADE 60 REINFORCING. CONSULT ENGINEER FOR OTHER GRADES OF STEEL. TOP
BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BAR.
f'c = 2500 PSI
f'c = 3000 PSI
BAR SIZE
DEVELOPMENT
LENGTH
LAP SPLICE
DEVELOPMENT
LENGTH
LAP SPLICE
TOP
BARS
OTHER
BARS
TOP
BARS
OTHER
BARS
TOP
BARS
OTHER
BARS
TOP
BARS
OTHER
BARS
#3
23
18
30
23
22
17
28
22
#4
31
24
41
31
29
22
37
29
#5
39
30
51
39
36
28
47
36
#6
47
36
61
47
43
33
56
43
CONCRETE GENERAL NOTES
WALL AND COLUMN VERTICAL BARS SHALL START FROM THE TOP OF FOOTING. HORIZONTAL BARS
SHALL START A DISTANCE OF 112 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND/OR TOP OF
FRAMED SLABS. THERE SHALL BE AN ADDITIONAL HORIZONTAL BAR AT A MAXIMUM OF 3" FROM EVERY
TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH AND LAP ALL HORIZONTAL REINFORCING ON EACH SIDE OF THE
CORNER PER SCHEDULE OR BEND ONE SIDE OF HORIZONTAL AROUND CORNER TO PROVIDE LAP SPLICE.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP EACH SLAB INTO
RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS
PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT
PRIOR TO PLACEMENT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY
PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN
REINFORCING DETAILED BEYOND JOINT UNLESS NOTED OTHERWISE IN PLAN.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT SIZE AND LOCATION OF
• 1,500 PSF (ALLOWABLE BEARING PRESSURE) OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE
• 35 PCF + SURCHARGE (ACTIVE LATERAL PRESSURE) AROUND OPENINGS GREATER THAN 12" IN ANY DIRECTION WITH (1) #5 EACH SIDE AND (1) #5 x 4'-0"
• 200 PCF (PASSIVE PRESSURE) DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE,
• 0.4 (COEFFICIENT OF FRICTION) EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED
BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED AT A MINIMUM OF THE FROST DEPTH
REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT
MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED
BENEATH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE.
THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING EXCAVATION, PILE
INSTALLATION, AND ANY OTHER CONSTRUCTION EARTHWORK. NOTIFY THE UNDERGROUND UTILITIES
LOCATION SERVICE AT LEAST 1 WEEK PRIOR TO CONSTRUCTION AND INDEPENDENTLY VERIFYALL
UTILITIES WHICH MAY BE AFFECTED BY THIS PROJECT. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR
ALL DAMAGE DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR WORK.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED
GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE
INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL
SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE INCHES IN LOOSE THICKNESS AND
COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR
SUBSURFACE DRAINAGE. PROVIDE WATER PROOFING SYSTEM AT EXTERIOR FACE OF ALL FOUNDATION
WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS.
CONCRETE
ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD
SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR
STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE UNIT WEIGHT OF APPROXIMA TEL Y 150 PCF
CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS:
• SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO
• FOUNDATION & WALLS: f'c = 2,500 PSI 0.55 WIC RATIO
A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE
SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND
COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP,
CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN
ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS:
• CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
• CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 BARS AND LARGER 2"
#5 BARS AND SMALLER 1 112"
• CONCRETE NOT EXPOSED TO EARTH OR WEATHER. -
SLABS, WALLS, AND JOISTS 314"
BEAM/COLUMN TIES AND STIRRUPS 1 112"
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND
OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. PROVIDE 314" CHAMFER AT ALL CORNERS
UNO.
STRUCTURAL STEEL
ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH AISC "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS" AND AWS D 1.1 "STRUCTURAL WELDING CODE - STEEL ". STEEL SHALL BE
FABRICATED AND ERECTED WITHIN THE TOLERANCES DEFINED BYAISC. STRUCTURAL STEEL MATERIALS
SHALL BE AS FOLLOWS:
• SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI.
• PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
• STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
• STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
• BOLTS SHALL CONFORM TO ASTM A325-N (USE 518"0 MINIMUM UNO)
• ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36, Fy = 36 KSI.
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS AND WABO
REQUIREMENTS. USE 70 KSI LOW HYDROGEN ELECTRODES APPROPRIATE FOR THE MATERIALS BEING
WELDED. IF NOT SPECIFIED, MINIMUM WELD SIZE SHALL BE PER AWS D1.1. WELDING OF REINFORCING
BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS.
ALL STEEL EXPOSED TO WEATHER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM A385 AND HOT
DIP GALVANIZED IN ACCORDANCE WITH ASTM A123. FASTENERS AND HARDWARE SHALL BE HOT DIP
GALVANIZED IN ACCORDANCE WITH ASTM A153. ALL DAMAGED GALVANIZED COATINGS SHALL BE
REPAIRED IN ACCORDANCE WITH ASTM A780 WITH AN APPLIED COATING THICKNESS DETERMINED BY
THE ENGINEER.
WOOD FRAMING
ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC
"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC "TIMBER CONSTRUCTION
MANUAL ".
SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN
ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL
DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS:
• STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE
• JOISTS DOUG-FIR #2
• 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2
• 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1
• POSTS AND TIMBERS DOUG-FIR #2
WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN
CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE
TREATED IN ACCORDANCE WITH AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT,
PRESERVATIVE, AND END USE REQUIRED.
GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH
ANSI/AITC A190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS
SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTI -SPAN
BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8. ALL EXPOSED GLULAMS SHALL
HAVE AN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION ON THE TENSION
SIDE OF UNBALANCED 24F-V4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS.
STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO
THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD SHALL BE
GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4, 2304.6, AND 2304.7 FOR ADDITIONAL
COMPLIANCE REQUIREMENTS.
PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES
PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES SHALL BE SIZED, SPACED, AND DETAILED TO
MATCH THE LOADING AND DIMENSIONAL REQUIREMENTS INDICATED ON THE STRUCTURAL DRAWINGS.
TRUSSES SHALL COMPLY WITH IBC 2303.4, I -JOISTS SHALL COMPLY WITH IBC 2303.1.2, AND COMPOSITE
BEAMS SHALL COMPLY WITH 2303.1.9. THE MANUFACTURER'S DESIGNER IS RESPONSIBLE FOR CODE
COMPLIANCE AND SHALL PROVIDE SHOP DRAWING AND CALCULATION SUBMITTALS AS SPECIFIED.
ENGINEER AND BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION OF
PRE -MANUFACTURED COMPONENTS.
REFER TO THE DESIGN LOADS FOR BASIC STRUCTURAL LOADING REQUIREMENTS. REFER TO THE
ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR ADDITIONAL LOADING AND OPENING
REQUIREMENTS NOT SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT
EXCEED L1480 FOR LIVE LOADS OR L1360 FOR TOTAL LOADS UNLESS APPROVED IN WRITING BY THE
ENGINEER. ALL TRUSSES WITH A DEPTH EQUAL TO OR GREATER THAN 24" SHALL BE DESIGNED FOR A
BOTTOM CHORD LIVE LOAD OF 10PSF, NOT APPLIED CONCURRENT WITH THE TOP CHORD LIVE LOAD.
PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE MANUFACTURER SHALL PROVIDE ALL
SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF THE SYSTEM (INCLUDING BUT NOT
LIMITED TO FULL DEPTH BRIDGING, BLOCKING, WEB STIFFENERS, AND PRODUCT SPECIFIC
CONNECTORS.
NAILS, SCREWS, BOLTS, AND CONNECTORS
REFER TO THE PLANS, NOTES, SCHEDULES, AND DETAILS FOR ALL NAILING REQUIREMENTS. NAILING
NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1. ALL NAILS SHALL CONFORM TO THE STANDARD
DIMENSIONS OF COMMON NAILS AS DEFINED BY THE NDS AND SHALL MEET THE FOLLOWING MINIMUM
GUIDELINES:
• 8d=0.131"0x2112"
• 10d = 0.148"0 X 3"
• 16d = 0.162"0 x 3 112"
10d BOX NAILS (0.128"0 x 3') MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL
SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4'), BUT ONLY 16d
COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THE DRAWINGS. OTHER NAILS MAY
BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION.
ALL LAG SCREWS AND BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE STANDARD
CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD.
LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BE A MINIMUM OF 1/32" AND A MAXIMUM OF
1116" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANKAND THREADS SHALL BE
PER NDS 12.1.4.2.
ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT.
CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS
USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS. IF STRAPS CONNECT TWO MEMBERS, PLACE
112 OF THE NAILS, SCREWS, OR BOLTS INTO EACH MEMBER.
ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE
RETARDANT TREATED WOOD SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153.
WOOD FRAMING GENERAL NOTES
SILL PLATES BEARING ON CONCRETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH
TO THE CONCRETE WITH 112"0 ANCHOR BOLTS EMBEDDED 7" MINIMUM. PLACE ANCHORS AT 4'-0" OC
MAXIMUM FOR SHEAR WALLS AND AT 6'-0" OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF
(2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12" OF EACH END OF EACH PIECE. REFER TO
THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS.
CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENEATH EACH NUT AT EACH ANCHOR BOLT IN
A SHEAR WALL THAT EXTEND TO WITHIN 112" OF SHEATHED EDGE.
ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS 0 16" OC. REFER TO PLAN
NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE
SUPPORTED BYA MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD. COLUMNS BELOW FLUSH FRAMED
MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT SHALL
BE (2) STUDS. BEAMS SHALL HAVE FULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE
PROVIDED.
PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS, AT 8'-0" OC MAXIMUM
SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF
FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST
SPAN.
MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE 2304.10.1. THE USE OF NAIL GUNS IS
APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS
GREATER THAN 1116" ARE NOT ACCEPTABLE.
NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS
2308.5.9 AND 2308.5.10. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE
PARAMETERS OF IBC SECTIONS 2308.4.2 AND 2308.7.4.
VERTICAL SHRINKAGE WILL OCCUR AND ACCUMULATE AT EACH LEVEL FROM THE WOOD DRYING OVER
TIME. THIS IS ESTIMATED TO BE APPROXIMATELY 0.15" PER FLOOR AND ASSUMES THE WOOD HAS AN
INITIAL MOISTURE CONTENT OF 19% OR LESS. ADDITIONAL SHRINKAGE WILL OCCUR IF THE MOISTURE
CONTENT IS HIGHER. THE CONTRACTOR SHALL ALLOW FOR THIS MOVEMENT IN THEIR INSTALLATION OF
ALL VERTICAL ASSEMBLIES INCLUDING BUT NOT LIMITED TO PLUMBING, ELECTRICAL, MECHANICAL, AND
ARCHITECTURAL SYSTEMS.
GENERAL NOTES
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL,
ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE
ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON -BEARING WALLS, STAIRS, CURBS, DRAINS,
RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT
SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS.
CONTRACTOR SHALL VERIFYALL DIMENSIONS AND FIELD CONDITIONS FOR COMPATIBILITY WITH THE
PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITH ANY WORK. THE
MOST STRINGENT REQUIREMENT SHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING
OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM
LEGEND
DEFINITION
DIRECTION OF
FRAMING
SYMBOL
DEFINITION
SYMBOL
NATIVE SOIL
GRANULAR FILL
STRUCTURAL STEEL
- - - - -
EXTENT OF
FRAMING
COLUMNS
Ink
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
G�
SHEAR WALL
(SEE SCHEDULE)
SWX
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
FX
NON -BEARING
STUD WALL
BEARING STUD
SHEAR WALL
HOLDOWN MARK
(SEE SCHEDULE)
HANGER MARK
(SEE SCHEDULE)
X
O
NON -BEARING
STUD SHEAR WALL
FLAG NOTE
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
FRAME CONN.
(A)
AB
ALT
ARCH
(B)
BD
BLKG
BM
BOT
BRNG
BTWN
CJP
CLR
CMU
COL
CONC
CONN
CONT
COORD
DBL
DET
DIA
DIM
DIR
EA
ELEV
ES
EX
EXP
FLR
FDN
FTG
FS
GC
ABBREVIATIONS
ABOVE
GLB
ANCHOR BOLT
HORIZ
ALTERNATE
KP
ARCHITECT
KSI
BELOW
L
BAR DIAMETER
MECH
BLOCKING
MF
BEAM
MTL
BOTTOM
NS
BEARING
OC
BETWEEN
OPP
COMPLETE JOINT PENETRATION
PL
CLEAR
PLCS
CONCRETE MASONRY UNIT
PSI
COLUMN
PSF
CONCRETE
PIT
CONNECTION
PT
CONTINUOUS
REINF
COORDINATE
REQ'D
DOUBLE
SCHED
DETAIL
SIM
DIAMETER
SOG
DIMENSION
STD
DIRECTION
STIFF
EACH
STL
ELEVATION
SYMM
EACH SIDE
SW
EXISTING
TOC
EXPANSION
TOS
FLOOR
TOW
FOUNDATION
TYP
FOOTING
UNO
FAR SIDE
VERT
GENE
BEFORE PROCEEDING.
ALL WORK SUBJECT
CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND STABILITY OF ANY PARTL Y COMPLETED
TO FIELD
STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND SHALL PROVIDE
INSPECTION FOR
TEMPORARY SHORING AND SUPPORT AS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED.
CODE COMPLIANCE
CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGN TEAM FOR
APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ON SHOP DRAWINGS DO NOT SATISFY
THIS REQUIREMENT. REVIEW OF ALTERNATE SYSTEMS MAY BE AN ADDITIONAL SERVICE BY THE
ENGINEER.
APPROVED
PLANS MUST BE
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OFA SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
ON JOB SITE
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE DESIGN TEAM
I �
Vseparate plumbing permit is required for this ■
■permit. Please obtain a plumbing permit from
Ithe City of Edmonds.
■
OBTAIN ELECTRICAL
PERMIT FROM
STATE LABOR &
INDUSTRIES
GLUE -LAMINATED BEAM
HORIZONTAL
KING POST
KIPS PER SQUARE INCH
ANGLE
MECHANICAL
MOMENT FRAME
METAL
NEAR SIDE
ON CENTER
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
POUNDS PER SQUARE FOOT
POST TENSIONED
PRESSURE TREATED
REINFORCING
REQUIRED
SCHEDULE
SIMILAR
SLAB ON GRADE
STANDARD
STIFFENER
STEEL
SYMMETRICAL
SHEARWALL
TOP OF CONCRETE
TOP OF STEEL
TOP OF WALL
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL
Building Department
Work
Address
Owner
------
REMODEL
-----------------------------
8914 205TH PL SW
HAARD
---------------------------
Approved Date
Building Official
--------------------------------
3/28/2023
Duw" s -#L W. 71( ofAmic
Permit Number
BLD2023-0164---------------
REVISIONS
Building Department
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03/ 13/ 23
REV.
DATE
DESCRIPTION
0
02107123
PERMIT SUBMITTAL
1
03113123
PERMIT SUBMITTAL
PROJECT NO.: 23002.01
DESIGNED BY JMD
DRAWN BY: JMD
CHECKED BY: CAB
SHEET TITLE:
STRUCTURAL
NOTES
SHEET NO.:
S
REV1
REV2
REV3
REV4
REVS
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ROOF FRAMING PLAN
1 SCALE: 3/16" = V-0"
EXISTING STUD FRAMING PER
PLAN. SHEATHING & NAILING,
PER SW SCHEDULE
SILL PLATE NAILING PER
SW SCHED
PANEL EDGE NAILING PER SW
SCHED TYP 0a TOP & BOT PL
EXISTING FINISHED GRADE
PROVIDE ANCHOR BOLT W/
SIZE AND SPACING PER
STRUCTURAL NOTES, PLANS,
OR SW SCHED
EXIST 2x T&G
EXIST STEM WALL &
FOOTING PER PLAN
EXISTING STUD FRAMING PER
PLAN. SHEATHING & NAILING,
PER SW SCHEDULE
SILL PLATE NAILING PER
SW SCHED
PANEL EDGE NAILING PER SW
SCHED TYP 0 TOP & BOT PL
EXISTING FINISHED GRADE
a
PROVIDE ANCHOR BOLT W/
SIZE AND SPACING PER
STRUCTURAL NOTES, PLANS,
OR SW SCHED
EXIST 2x T&G
I
EXIST STEM WALL &
FOOTING PER PLAN
1. S 1 HAH UH 1 IUN -
0
HOLDOWN SCHEDULE
CHORD
ANCHOR
CAPACITY
MARK
TYPE
SIZE
STUD NAILS OR BOLTS
BOLT
(LB)
(NOTE 3)
(NOTE 2)
1
HDU2
(2) 2x
(6) SDS 114"x 2 112"
518"0
2,215
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
2. POST INSTALLED HOLDOWN ANCHOR BOLTS SHALL EXTEND 15" MIN INTO STEM AND USE SIMPSON
SET-XP EPDXY.
3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
SHEAR WALL SCHEDULE
MIN FRAMING
NAILING
RIM JOIST
SILL PLATE
SILL PLATE
FOUNDATION
SHEAR
TYPE
APA-RATED
AT ADJOINING
AT PANEL
OR BLOCK
NAILING TO
ANCHOR BOLT TO
SILL PLATE
CAPACITY
SHEATHING
PANEL EDGES
EDGES
CONN TO
RIM/BLKG
SLAB OR
SIZE
(PLF)
TOP PLATE
BELOW
FOUNDATION
SW6
15132"
2x STUD
0.131 "O x 2 1/2"
LTP4 OR A35
0.131 "O x 3 114"
112"0 AB 0 3'-10" OC OR
2x
242
ONE SIDE
AND BLKG
@ 6" OC
Ca 26" OC
06.5" OC
URFP Co 5'-9" OC
NOTES:
1. REFER TO THE SHEAR WALL DETAIL IN THE TYPICAL WOOD FRAMING DETAILS.
2. THE VALUES IN THIS TABLE ARE BASED ON HF GRADE STUDS AND HF GRADE PLATES & RIM/BLOCKING.
3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT.
4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM.
5. AT ALL SILL PLATE ANCHOR BOLTS IN 2x6 WALLS, INSTALL 3 GA x 3" x 4 112" PLATE WASHERS WITH THE EDGE OF PLATE WASHER WITHIN 112" OF SHEATHED EDGE.
FOR 2x4 STUD WALLS, INSTALL 3 GA. x 3" x 3" PLATE WASHERS.
6. PROVIDE A 7" MINIMUM EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL FOR NEW CONSTRUCTION. IF POST -INSTALLED PROVIDE 6" MINIMUM EMBEDMENT
WITH SIMPSON SET-XP EPDXY OR APPROVED EQUIVALENT.
7. 7116" SHEATHING MAY BE USED IN PLACE OF 15132" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS
STUDS.
FOUNDATION PLAN NOTES:
1. PLACE ALL REINFORCING STEEL ANCHOR BOLTS AND HOLDOWNS PER THE STRUCTURAL NOTES
PLANS, AND THE FOUNDATION DETAILS ON THE S3 SHEETS. REFER TO THE FRAMING PLANS FOR
LOCATION OF SHEAR WALLS.
2. THE CONTRACTOR SHALL VERIFYALL DIMENSIONS, WALL LOCATIONS, UTILITY PLACEMENT, AND
CONCRETE ROUGH OPENINGS WITH THE ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION AND
NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
ROOF FRAMING PLAN NOTES:
1. REFER TO THE STRUCTURAL NOTES AND TO THE TYPICAL WOOD FRAMING DETAILS FOR FRAMING
REQUIREMENTS NOT SPECIFICALLY SHOWN ON THE ROOF FRAMING PLAN OR IN THESE PLAN NOTES.
2. ROOF SHEATHING SHALL BE 112" MINIMUM THICKNESS WITH A 32116 SPAN RATING. ATTACH TO FRAMING
BELOW WITH 8d NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS,
AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d
NAILS SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT. ROOF
SHEATHING IS UNBLOCKED LINO ON PLAN.
3. HEADERS PER PLAN SUPPORTED BY (1) JACK STUD AND (1) KING STUD EA END. ALL JACK & KING STUDS
SHALL MATCH WIDTH OF WALL FRAMING.
4. WALL STUD FRAMING SHALL BE AS FOLLOWS:
• 2x4 HF STUD Ca 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
• 2x4 HF STUD 9 12" OC FOR EXTERIOR WALLS GREATER THAN 12' IN HEIGHT
• 2x4 HF STUD Ca 16" OC FOR INTERIOR 4" BEARING WALLS.
• 2x4 OR 2x6 HF STUDS Ca 16" OC FOR INTERIOR NON -BEARING WALLS
REFER TO ARCHITECTURAL DRAWINGS FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES
SHALL BE HF STUD GRADE.
5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE
FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN
JOIST SPACES AT THESE LOCATIONS.
6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d cap 12" OC. PROVIDE 2"
MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM.
7. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND
STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE.
)WN, STUDS, &
HERS PER SCHED
2x T& G
Y BEND STRAP TO
SIDE OF STEM WALL
DRAGE PER
)WN SCHED
STEM WALL &
NG PER PLAN
11. HUU UN I IUN
-DOWN, STUDS, &
3TENERS PER SCHED
ST 2x T&G
D & EPDXY PER
DOWN SCHED
ST STEM WALL &
)TING PER PLAN
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() DEVELOPMENT SERVICI
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SIONAL
03/ I�/ 23
REV.
DATE
DESCRIPTION
0
02107123
PERMIT SUBMITTAL
10
03113123
PERMIT SUBMITTAL
PROJECT NO.: 23002.01
DESIGNED BY JMD
DRAWN BY: JMD
CHECKED BY: CAB
SHEET TITLE:
FRAMING PLAN,
SCHEDULES, &
FOUNDATION DETAILS
S
BEARING FOUNDATION AT CRAWLSPACE
SCALE: 1 " = 1 '-0"
NON -BEARING FOUNDATION AT CRAWLSPACE
SCALE: 1 " = 1 '-0"
POST -INSTALLED HOLDOWN DETAILS
SCALE: 1 " = 1 '-0"
SHEET NO.:
S2.1
--------�----
I.I I•I
II II
II II
II II
I STAGGER NAILS ON EA
SIDE OF PANEL JOINT
HEADER WITH CRIPPLE
STUDS PER PLAN
I
WHERE REQUIRED ON III I I SHEAR WALL SCHED
I I I I I I I
I
I
I
(WHERE APPLICABLE)
I
IIII
I•I I I I I I
II II
I.
IIII
I ,�
I
I•I I•I
IJ- II II
I�� I I I I
II II II
I
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FULL -HEIGHT HOLDOWN
I
IIII
I• I I I I I
I I I I I
I
CHORD PER SCHEDULE.
I • I I I
I,
PROVIDE PANEL EDGE
I
j•I I I I I I
j .I
NAILING.
IIII
IIII
IIII
I I I I
II II
II II
I•
I
I .I
I
I
PT SILL PLATE W/ANCHOR
IIII
IIII
I•I II
II I
II II
j'
I .I
I
BOLTS PER SHEAR WALL
IIII
I I I I
I .I
SCHEDULE. PROVIDE
IIII
I
I•I I.I
I•
I
I
SIMPSON BP PL WASHERS
I I I I I I I
I
•I
WITHIN 112" OF SHEATHING.
I j I I
j•
PROVIDE PANEL EDGE
I I I I
I
I
NAILING INTO SILL PL.
II
I
CONCRETE STEM OR FTG
II
I • I
I
I •
I
I I
I I
AB SIZE AND SPACING
PER PLAN AND SHEAR
WALL SCHEDULE, TYP
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
TYPICAL SHEAR WALL DETAIL
SCALE:3/4"= 1'-0"
LENGTH OF NOTCH SHALL SQ
S'
NOT EXCEED 113RD THE O
JOIST DEPTH u_
O
PRE -DRILL HOLE AT
CORNERS OF NOTCHES.
DO NOT OVERCUT
NOTCH AT END OF
JOISTS SHALL NOT
EXCEED 114 THE JOIST
DEPTH. DO NOT NOTCH
WHERE PRACTICABLE.
W
C)
OR HOLE 0
114 OF STUD
WIDTH MAX
z
MAX HOLE O SHALL NOT
T
EXCEED 40% THE STUD
DEPTH (I.E. 2 114" FOR 2x6,
04
1 114" FOR 2x4). MINIMIZE
518" MIN CLR
HOLE DIAMETER WHERE
TO EDGE
POSSIBLE.
------------------------------------
------Fl-------Fl-------n------------r��
II II II II III
II II II II III
I I I I I I I I I I• I
II II II II III
II II II II III
I'I I'I I'I I.I I I•I
II II II II III
I II II II jl I�.I
I FRAMING AT ADJOINING
PANEL EDGES PER
I • I • I SHEAR WALL SCHED I
II I
I II II II II III
II II II II I
I II II II I III
I• I I I.I I.I I.60
II I'I II II
II
I•I I I I,I I,I
II I'I II II
II II II II
II II II II
II II II II
II II II II
I•I I I I,I I,I
II I'I II II
II II II II
II II II II
II II II II
II II II II
I•I I I I,I I,I
II I'I II II
II II II II
II II II II
II II II II
II II II II
I•I I I I,I I,I
II I'I II II
II-n-------n-------
1I I I I I I
I II II II
II II II
II II II
I I —III- II II �/
RIM BOARD
OR BLOCKING \/1
MAX HOLE Q SHALL NOT
EXCEED 113 THE JOIST DEPTH
(I.E. 3" FOR 2x10, 3.75" FOR 2x12).
MINIMIZE HOLE DIAMETER
WHERE POSSIBLE.
~O
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U Ct5
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BOO
N
2x JOISTS PER PLAN OR
SCHEDULE. REFER TO MFR
RECOMMENDATIONS FOR
I -JOIST HOLES AND NOTCHES.
NOTE:
1. NOTCHES ARE NOT PERMITTED IN THE
MIDDLE 113 OF THE JOIST SPAN.
2. NOTCHES ARE NOT PERMITTED ON
THE BOTTOM (TENSION FACE) OF
JOISTS WHERE THE WIDTH IS 4x OR
GREATER.
ALLOWABLE HOLES & NOTCHES
SCALE:1"= 1'-0"
EXISTING FULL
DEPTH 2x BLKG
SILL PLATE NAILING
PER SW SCHED
PANEL EDGE NAILING
PER SW SCHED TYP
AT DBL TOP PLATE
EXIST SHEATHED STUD
WALL W/ NAILING PER
PLAN & SW SCHED
SECTION
SCALE: 1"= 1'-0"
PANEL EDGE NAILING
PER SHEAR WALL
SCHEDULE. PROVIDE
EDGE NAILING C�
HOLDOWN CHORDS
SHEATHING PER SHEAR
WALL SCHEDULE W/ FIELD
NAILING C� 12" OC
HOLDOWN CHORD PER
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
ADDITIONAL END
STUD IF REQUIRED
TO PROVIDE
COUNTERSINK FOR
HOLDOWN BOLTS
NOTES:
I. PANELS SHALL BE 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN
FRAMING WHERE THE MINIMUM PANEL DIMENSION SHALL BE24".
2. FASTENER PATTERN SHALL BE PER PLAN AND NOTES. MINIMUM SPACING 1,1
6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE FRAMING, LINO.
FRAMING AND SPACING
PER PLAN (SHEATHING
NOT SHOWN FOR
CLARITYAT FRAMING)
CONT. PANEL EDGES.
PROVIDE 2x OR 3x BLKG
TIGHT TO FRAMING WHEN
SPECIFIED.
4' x 8' SHEATHING PANEL,
TYP. STAGGER PANELS 4'
PERP. TO FRAMING
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
HOLDOWN ANCHOR PER L / SCALE: NTS
SCHEDULE
SIMPSON CNW COUPLER
NUT W/ SIZE TO MATCH
HOLDOWN ANCHORAGE
PROVIDE SOLID BLKG 0.131 "O x 3" NAILS Ca 12" OC
EQUAL TO WIDTH OF 2 114" END STAGGERED FACE NAILING TYPICAL
HOLDOWN CHORD ABOVE DISTANCE, TYP FULL LENGTH OF DBL TOP PLATE
TOP CHORD 3" OC
SPLICE SPACING
BOTTOM
(2) ROWS OF (6) 0.131 "0 x 3" NAILS CHORD
-a 3" OC EA SIDE OF SPLICE SPLICE
EXIST ROOF AND
CEILING FRAMING
UNCHANGED
2x4 BLKG W/ SILL
PLATE NAILING OR
FRAMING CLIP PER
SW SCHED
CONC STEM PROVIDE CONT. TOP PLATES
WALL & FTG , WHERE LENGTH IS 12' OR LESS
6'-0" MIN BETWEEN SPLICES.
SPLICES OCCUR AT 4 OF VERT STUDS
TYPICAL TOP PLATE SPLICE DETAIL
SCALE: 1"= 1'-0"
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
(3) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
UNO ON PLANS
8" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
STAGGER NAILS EA SIDE OF STUD
WITH 1 112" EDGE DISTANCE.
PROVIDE 0.148" x 3" NAILS FOR (2)
STUDS & 0.207" x 4 112" NAILS FOR
(3) STUDS.
PROVIDE (1) ROW OF STAGGERED
NAILING FOR 2x4 STUDS. PROVIDE
(2) ROWS FOR 2x6 STUDS.
TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE: 1"= 1'-0"
DBL TOP PLATE
PER TYP DETAIL
SIMPSON A35 AT EXT
WALLS WITH SPANS
GREATER THAN 6'
(6) 0.131 "Q x 3"
NAILS EA END
TYPICAL WALL STUDS � I I ��IBEAMIHDR PER PLAN
PER PLAN OR NOTES I I--N I AND NOTES
TYP BUILT-UP STUD
NAILING
(1) FULL HT STUD UNO ON PLANS JACK STUDS PER PLAN,
OR COL/HOLDOWN SCHEDULES NOTES, OR COL SCHED
TYPICAL HEADER DETAIL
SCALE: 1 " = 1'-0"
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CITY OF EDMONDS
DEVELOPMENT SERVICI
DEPARTMENT
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WA
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s1�vAL
W 13/ 2�
REV.
DATE
DESCRIPTION
0
02107123
PERMIT SUBMITTAL
PERMIT SUBMITTAL
1
03113123
PROJECT NO.:
23002.01
DESIGNED BY:
JMD
DRAWN BY:
JMD
CHECKED BY:
CAB
SHEET TITLE:
WOOD FRAMING
DETAILS
S
SHEET NO.:
S4.1