SEE REV1 REVIEWED BLD RESUB 2-Structural PlansSTRUCTURAL NOTES
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE JURISDICTION
SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST
EDITION.
DESIGN LOADS
LIVE LOADS:
RESIDENTIAL 40 PSF
DECK 60 PSF
SNOW 25 PSF
EARTHQUAKE LOADS:
SITE CLASS
D
SHORT PERIOD SPECTRAL RESPONSE (SDS)
1.064
ONE SECOND SPECTRAL RESPONSE (Spy)
0.590
OCCUPANCY CATEGORY
ll
SEISMIC IMPORTANCE FACTOR (IE)
1.00
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
WOOD S.W.
RESPONSE MODIFICATION FACTOR, (R)
6.5
SEISMIC RESPONSE COEFFICIENT (CS)
0.164
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 FOR THE FOLLOWING ITEMS.
• SOILS (SECTION/TABLE 1705.6)
• CONCRETE (SECTION/TABLE1705.3)
• MASONRY (SECTION 1705.4, ACI 530)
• STRUCTURAL STEEL (SECTION 1705.2.1, AISC 360)
• MISCELLANEOUS STEEL (SECTION/TABLE 1705.2.2)
• 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.
ALL INSPECTIONS SHALL BE PERFORMED BY A 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.
• 1,500 PSF (ALLOWABLE BEARING PRESSURE)
• 35 PCF + SURCHARGE (ACTIVE LATERAL PRESSURE)
• 200 PCF (PASSIVE PRESSURE)
• 0.35 (COEFFICIENT OF FRICTION)
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 DENSITYAS DETERMINED BYASTM 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 A UNIT WEIGHT OFAPPROXIMATELY 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
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 A185. 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 1/2 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
OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE
AROUND OPENINGS GREATER THAN 12" IN ANY DIRECTION WITH (1) #5 EACH SIDE AND (1) #5 x 4'-0"
DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE,
EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND
OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS
UNO.
STRUCTURAL STEEL
ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH RISC "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS" AND AWS D1.1 "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 5/8"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".
A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE
SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN
SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND
ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL
COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP,
DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS:
CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS.
• STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN
• JOISTS DOUG-FIR #2
ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
• 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2
• 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1
MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS.
0 POSTS AND TIMBERS DOUG-FIR #2
• CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN
• CONCRETE EXPOSED TO EARTH AND WEATHER:
CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE
#6 BARS AND LARGER 2"
TREATED IN ACCORDANCE WITH AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT,
#5 BARS AND SMALLER 1 1/2"
PRESERVATIVE, AND END USE REQUIRED.
• CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS, AND JOISTS 3/4"
GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH
BEAM/COLUMN TIES AND STIRRUPS 1 1/2"
ANSI/AITC A 190.1 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, 1-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 L/480 FOR LIVE LOADS OR L/360 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 2304.9.1. 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 "0 x 2 112"
• 10d = 0.148"0 X 3"
• 16d=0.162"0x31/2"
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
1/16" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANK AND THREADS SHALL BE
PER NDS 11.1.4.2.
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
1/2 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 1/2"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 1/2" OF SHEATHED EDGE.
ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS @a 16" OC. REFER TO PLAN
NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE
SUPPORTED BY A 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 2304.9.1. THE USE OF NAIL GUNS IS
APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS
GREATER THAN 1/16" ARE NOT ACCEPTABLE.
NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS
2308.9.10 AND 2308.9.11. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE
PARAMETERS OF IBC SECTIONS 2308.8.2 AND 2308.10.4.2.
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 VERIFY ALL 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
BEFORE PROCEEDING.
CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND STABILITY OF ANY PARTLY COMPLETED
STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND SHALL PROVIDE
TEMPORARY SHORING AND SUPPORT AS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED.
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.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE DESIGN TEAM.
LEGEND
DEFINITION
SYMBOL
DEFINITION SYMBOL
DIRECTION OF
FRAMING
NATIVE SOIL � � �=i � �=i � �=i � Eii
- - - - -
EXTENT OF
FRAMING
GRANULAR FILL
COLUMNS
STRUCTURAL STEEL
COLUMN BEARING
ON BEAM
RATED SHEATHING
SHEAR WALL SWX
(SEE SCHEDULE)
P
BEAM CONTINUOUS
OVER SUPPORT
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
FOOTING MARK
BEARING STUD
WALL
(SEE SCHEDULE) O
NON -BEARING
STUD WALL
`'
)
HOLDOWN MARK
(SEE SCHEDULE)
HANGER MARK X
O
BEARING STUD
SHEAR WALL
(SEE SCHEDULE)
NON -BEARING
FLAG NOTE
STUD SHEAR WALL
(SEE PLAN NOTES)
STEEL MOMENT
FRAME CONN. �V
CMU WALL
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
ALTERNATE
ARCHITECT
BELOW
BAR DIAMETER
BLOCKING
BEAM
GLB
GLUE -LAMINATED BEAM
HORIZONTAL
AB
HORIZ
ALT
KP
KING POST
ARCH
KSI
KIPS PER SQUARE INCH
(B)
L
ANGLE
BD
MECH
MECHANICAL
BLKG
MF
MOMENT FRAME
BM
MTL
METAL
BOT
BOTTOM
NS
NEAR SIDE
BRNG
BEARING
OC
ON CENTER
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
POUNDS PER SQUARE FOOT
POST TENSIONED
BTWN
BETWEEN
OPP
CJP
COMPLETE JOINT PENETRATION
PL
CLR
CLEAR
PLCS
CMU
COL
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECTION
CONTINUOUS
COORDINATE
DOUBLE
PSI
PSF
CONC
P/T
CONN
PT
PRESSURE TREATED
CONT
REINF
REINFORCING
COORD
REQ'D
REQUIRED
DBL
SCHED
SCHEDULE
DET
DETAIL
SIM
SIMILAR
DIA
DIAMETER
SOG
SLAB ON GRADE
DIM
DIMENSION
STD
STANDARD
DIR
DIRECTION
STIFF
STIFFENER
EA
EACH
STL
STEEL
ELEV
ELEVATION
SYMM
SYMMETRICAL
ES
EACH SIDE
SW
SHEARWALL
TOP OF CONCRETE
TOP OF STEEL
EX
EXISTING
TOC
EXP
EXPANSION
TOS
FLR
FLOOR
TOW
TOP OF WALL
FDN
FOUNDATION
TYP
TYPICAL
FTG
FOOTING
FAR SIDE
GENERAL CONTRACTOR
UNO
UNLESS NOTED OTHERWISE
FS
VERT
VERTICAL
GC
WF
WIDE FLANGE
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
The construction project involves demolition of I
■a significant portion of the existing structure. ■
(Structures that are demolished to the level that I
■meets or exceeds 75% of the replacement cost ■
Iof the structure will not be allowed by city code I
.to be rebuilt except to full -on standards for new.
(construction. Reference Edmonds Community I
.Development Code section 19.00.045.
(Demolition of portions of the structure is I
■limited to that clearly shown on the approved ■
permit plans, and will be verified by the
■building inspector. ■
RESUB
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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0 05117121
PERMIT SUBMITTAL
1 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY:
JMD
DRAWN BY:
JMD
CHECKED BY:
CAB
SHEET TITLE:
STRUCTURAL
NOTES
SHEET NO.:
X-51/2" . 7-3"
1- "x 1'-6"x 12"
DEEP FOOTING W/
() #4 EA WAY 16" WIDE x 12" DEEP
FOOTING W/ (2) #4 BOT
7-0 1/8" 4'-1 1/4"
1 '-6" x 1 '-6" x 12" DEEP
FOOTING W/ (2) #4 EA WAY
--------
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PLACE POST ON BC460
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1 SCALE: 1/4"= l'-0"
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SEE PLAN NOTE 9.
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23'-2 1/2" RES U B
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
FOUNDATION PLAN NOTES:
1. PLACE ALL REINFORCING STEEL, ANCHOR BOLTS, AND HOLDOWNS PER THE STRUCTURAL NOTES AND
SCHEDULES ON THE S1 SHEETS 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.
3. EXTERIOR FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL A MINIMUM
OF 1 '-6" BELOW GRADE. REFER TO THE STRUCTURAL NOTES FOR ADDITIONAL SUBGRADE
PREPARATION REQUIREMENTS AND FOR CONDITIONS REQUIRING STRUCTURAL FILL.
4. TYPICAL SLAB ON GRADE SHALL BE A MINIMUM OF 4" THICK w/ 6x6 - W1.4xW1.4 WELDED WIRE FABRIC
REINFORCING. PROVIDE 2" MINIMUM CLEARANCE FROM WWF TO BOTTOM OF SLAB. CRAWL SPACE RAT
SLAB MAYBE REDUCED TO 2" THICKNESS. REFER TO ARCHITECTURAL DRAWINGS. SLABS SHALL BE
PLACED OVER A 10 MIL VAPOR BARRIER ATOP RIGID INSULATION PER ARCH OVER 4" OF SUITABLE
DRAINING SUBGRADE MATERIAL.
5. T.O. FTG AND T.O. WALL ELEVATIONS ARE FOR REFERENCE ONLY. CONTRACTOR IS RESPONSIBLE FOR
ESTABLISHING FINAL FOOTING ELEVATIONS BASED ON FIELD CONDITIONS & FOR COORDINATING TOW &
TOF ELEV W/ARCH DRAWINGS.
6. CONTROL JOINTS ARE REQUIRED IN THE SLAB ON GRADE. REFER TO THE TYPICAL SLAB ON GRADE
DETAILS FOR CONSTRUCTION REQUIREMENTS. ALL JOINT LOCATIONS SHALL BE APPROVED BY THE
ENGINEER AND ARCHITECT PRIOR TO PLACING CONCRETE.
7. ALL CONTINUOUS FOOTING REINFORCING SHALL BE PLACED THRU SPREAD FOOTINGS IF APPLICABLE.
PROVIDE CORNER, HOOKED, OR BENT BARS MATCHING FOOTING REINFORCING AT ALL INTERSECTIONS
AND CHANGES IN FOOTING DIRECTION.
8. REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS. VENTS AT PORCH STEM WALLS SHALL BE
PLACED BELOW LEDGER.
9. REFER TO 2ND FLOOR PLAN AND ARCH PLAN FOR HOLDOWN LOCATIONS.
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08/09/21
REV.
DATE
DESCRIPTION
0 05117121
PERMIT SUBMITTAL
01 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY:
JMD
DRAWN BY:
JMD
CHECKED BY:
CAB
SHEET TITLE:
FOUNDATION
PLAN
SHEET NO.:
S2.1
GUARD PER TYP
DETAILS,
ELSE IRC APPROVED
HANDRAIL
STAIRS PER TYP
DETAILS & PLAN
NOTES
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PT 2x 12 HF#2
OC, TYP 0 DI
DTT2Z -\
DTT2Z
HUC410
PT 4x 12
SUR410
LSSJ28Z J
PT4x 12 HF#2
SUL410
3 1/2" x 12" DF GLB
(WRAPPED OR
TREATED)
5 1/4"x 9" 2.2E PSL W/ (2) MST48 FROM
JACK, (1) KING. EXTEND BEAM FLUSH BEAM
PT 4x6 HF#2 TO ALIGN OVER EXIST FTGS. TO BLKG PER
PT 4x6 HF#2 PRE-MFR'D DETAIL 6/S3.1
SW6 TRUSSES C 24" OC 5 1/2 x 16 1/2" DF GLB (FLUSH BOT).
PROVIDE 8d COMMON �a 6" OC THRU
F1 SHEATHING TO BEAM.
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pr
5 1/2" x 16 (1) 9 1/2 TJI 110
' 3
RE
PT PT 2x6 Cd 16" OC
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PT 4x12 LEDGER BEAM 3 1/2 x 9 1/2 1.55E LSL
LUS210, TYP W/ LEDGERLOK SPACED a ALIGNED BELOW m PER DETAIL 4/S4.2 POST. USE LUS410
ONE END
ru
L T a
N L k -
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16" OC, TYP LINO Ln
M m DTT2Z TO FULL DEPTH
16"CO O BLKG. PROVIDE (6) DECK m
SCREWS TO BLKG W
3 1/2" x 6" 24F-VS �
NAIL LEDGER TO Y7l DF GLB POST
RIM W/ (3) ROWS S4.2
OF 10d 012"OC
SW4
EXIS
4 3 1/2" x 9 1/2" 1.55E LSL (2) 2x1 VFY POST ABV ALIGNS
S4.2 BELOW POSTOVE/ DORR HEIR ELSE NOTIFY
PT 2x 12 LEDGER W/
LEDGERLOK SPACED
PER DETAIL 2/S4.3
EXIST (2) 2x121 HF#2
5 1/4" x 9 1/2" 1.55E LSL.
REST SOUTH END
FULLY ON POST
4x10 DF#2, Q2 EXIST HD'S EA END
(2) JACK 2�12� TO REMAIN
(1) KING \
5
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1�!��CONTCMSTC16ABVOPENING
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PER DETAIL 7/S4.2. E ND
SW3 SW� ACROSS ENTIRE WALL.W/ (30)
10d INTO EA WALL & H R
L US28 I C II
�N A
PT 2x8 HF#2
�a 16" OC PT 2x8 LEDGER W/
LEDGERLOK SPACED
PER DETAIL 4/S4.2
L US28
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HUC410 INTO
PERP BEAM
MAIN FLOOR FRAMING PLAN,)-0
SCALE: 1/4"= 1'-0"
3 1/2" x 12" GLB
(WRAPPED OR
TREATED)
M9
FILL JOIST SPACE W/ FULL
DEPTH BLKG BELOW
POSTS, TYP
4
A
HOLDOWN SCHEDULE
CHORD
ANCHOR
CAPACITY
MARK
TYPE
SIZE
STUD NAILS OR BOLTS
BOLT
(LB)
(NOTE 3)
(NOTE 2)
�1>
MST37
(2) 2x
(11) 16d EA END
2,355
O2
MST48
(2) 2x
(17) 16d EA END
-
3,640
<-
HDU2
(2) 2x DF
(6) SDS 1/4"x 2 1/2"
5/8"O
3,075
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
2. ANCHOR BOLTS SHALL EXTEND INTO FOOTING OR FOUNDATION WALL PER DETAIL 2/S3.1. USE PABX-12
ANCHORS AT INTERIOR FOOTINGS AND PABX-30 ANCHORS EXTENDING THRU THE STEM AT EXTERIOR
FOOTINGS. INCREASE FOOTING DEPTHS AS REQUIRED FOR ANCHORAGE.
3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
4. POST INSTALLED HOLDOWN ANCHOR BOLTS SHALL EXTEND A MINIMUM OF 15" INTO FOOTING OR
FOUNDATION WALL. USE SIMPSON SET-XP EPDXY INSTALLED PER MFR's INSTRUCTIONS.
SHEAR WALL SCHEDULE
RIM JOIST
SILL PLATE
SILL PLATE
FOUNDATI
MIN FRAMING
NAILING
SHEAR
APA-RATED
OR BLOCK
NAILING TO
ANCHOR BOLT TO
ON SILL
TYPE
AT ADJOINING
AT PANEL
CAPACITY
SHEATHING
CONN TO
RIM/BLKG
SLAB OR
PLATE
PANEL EDGES
EDGES
(PLF)
TOP PLATE
BELOW
FOUNDATION
SIZE
SW6
15/32"
2x STUD
0.131 "O x 2 1/2"
LTP4 OR A35
0.131 "O x 3 1/4"
5/8"0 AB @a 5'-8" OC OR
2x
242
ONE SIDE
AND BLKG
0 6" OC
026" OC
06.5" OC
1/2"0 AB Ca X-10" OC
SW4
15/32"
2x STUD
0.131 "0 x 2 1/2"
LTP4 OR A35
0.131 "O x 3 1/4"
5/8"0 AB Ca 3'-10" OC OR
2x
353
ONE SIDE
AND BLKG
C 4" OC
0 18"OC
(a 4.5" OC
1/2"0 AB Ca 2'-8" OC
SW3
15/32"
3x STUD AND
0.131 "O x 2 1/2"
LTP4 OR A35
0.131 "0 x 3 1/4"
5/8"0 AB 03'-0" OC OR
2x
456
ONE SIDE
2x FLAT BLKG
0 3" OC
0 14"OC
03.5" OC
1/2"0 AB 02'-0" OC
SW2
15/32"
3x STUD AND
0.131 "O x 2 1/2"
LTP4 OR A35
0.131 "O x 3 1/4"
5/8"0 AB Ca 2'-3" OC OR
2x
595
ONE SIDE
2x FLAT BLKG
C 2" OC
�a 10" OC
�a 2.5" OC
1/2"0 AB (a 1 '-7" 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 1/2" PLATE WASHERS WITH THE EDGE OF PLATE WASHER WITHIN 1/2" OF SHEATHED EDGE.
FOR 2x4 STUD WALLS, INSTALL 3 GA. x 3" x 3" PLATE WASHERS.
6. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
7. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED
WITH LONG DIMENSION
ACROSS STUDS.
E
F-1
RESUB
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
MAIN FLOOR FRAMING PLAN NOTES:
1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S 1 SHEETS AND TO THE TYPICAL WOOD
FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON
THE FLOOR FRAMING PLAN OR IN THESE PLAN NOTES.
2. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" MINIMUM THICKNESS WITH A 40/20 SPAN RATING WHERE
FLOOR FRAMING IS SPACED AT 16" OC. ATTACH TO FRAMING BELOW WITH 10d COMMON NAILS AT 6" OC
AT PANEL EDGES, SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILS AT
INTERMEDIATE FRAMING SHALL BE 10d COMMON SPACED AT 12" OC. REFER TO TYPICAL FRAMING
DETAILS FOR SHEATHING LAYOUT. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE
ARCHITECT BEFORE INSTALLING SHEATHING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN.
3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x10 DF#2 FOR SPANS
LESS THAN 4' SUPPORTED BYA MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR
SPANS UP TO 6, USE 4x12 DF#2 SUPPORTED BY (2) CRIPPLE STUD AND (1) FULL HEIGHT STUD. ALL
CRIPPLE AND FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING.
4. WALL STUD FRAMING SHALL BE AS FOLLOWS.
• 2x6 HF STUD Cd 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
• 2x4 HF STUD Cd 16" OC FOR INTERIOR 4" BEARING WALLS.
• 2x4 OR 2x6 HF STUDS 0 16" OC FOR INTERIOR NON -BEARING WALLS
REFER TO ARCHITECTURAL DRAWING 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. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO.
6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d Ca- 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.
8. FLOOR JOISTS SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 16" UNO. REFER TO DESIGN
LOADS ON S-1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL PROVIDE
ALL TEMPORARY & SAFETY BRACING & BLOCKING AS REQ'D BY THE MANUFACTURER.
9. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS
PER MANUFACTURER'S SPAN TABLES.
10. EXPOSED STRUCTURAL ELEMENTS SHALL BE WRAPPED OR TREATED, RATED FOR LOCAL
ENVIRONMENT.
11. ALL NEW BEAMS ARE FLUSH UNO.
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08/ 09/ 21
REV.
DATE
DESCRIPTION
0 05117121
PERMIT SUBMITTAL
Q 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY:
JMD
DRAWN BY:
JMD
CHECKED BY:
CAB
SHEET TITLE:
MAIN FLOOR
FRAMING
PLAN
SHEET NO.:
S2.2
3 1/2" x 10 1/2" DF GLB
W/ (2) JACK, (2) KING
LSTA36 BEAM
TO RIM
CUT HDR BACK AS REQUIRED FOR I -BEAM
INSTALL. PROVIDE (1) FULL HT STUD AT BEAM
END NAILED TO 6x6 POST W/ 10d Ca) 12" OC.
EXIST 3 1/2 x 9 1/2" PARALLAM. PROVIDE
(2) JACK AT EA SIDE OF OPENING
CONTINUOUS, CMSTCI6 ABOVE OPENING PER
DETAIL 7/S4.2. EXTEND ACROSS ENTIRE WALL
W/ (20) 10d INTO EA WALL & (20) 10d INTO HDR
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3LTV7 H=9.5".
WEB BLOCK
STEEL BEAM U210
EXIST 9 1/2" TJI Cad
16" OC, TYP, LINO
S3.56/9.5 Cad DBL JOIST
51/4 91/2"2.2EPSL.
INSTALL BEAM AT
S "2 SLIGHT OBLIQUE
�.o ANGLETO ALIGN WITH
'A p PSL TO LAND N v�
�'ci'Q`s'� (3) STUDS7IN y y END WALLS
SW6 6" STEP
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UCQ610-SDS. INSTALL
TO NAILER PRIOR TO
ATTACH BEAM TO STEEL BEAM LIFT N
10 RIM W/MST37
11
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HUC410 Cn
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(WRAPPED OR TREATED)
n
ATTACH LSL TO TOP
OF RIM W/ LSTA36
ALIGN 1 3/4"x 9 1/2"
W/ SHEAR WALL
MST37 DRAG STRUT
INCREASE LENGTH OF
SHEAR WALL TO X-0" TOTA
9 1/2" TJI 230
Ca) 12" OC
FLOOR SHEATHING TO
3TS PER PLAN NOTES -
U210
IUS 1.81/9.5
EXIST 9 1/2 TJI'S-�
�a q'/y
EXIST 3 1/2" 16" OC x 9 1/2"
\V PARALLAM
CONTINUOUS, CMSTCI6 ABOVE OPENING PER
DETAIL 7/S4.2. EXTEND ACROSS ENTIRE WALL
W/ (20) 10d INTO EA WALL & (20) 10d INTO HDR
INCREASE LENGTH OF
SHEAR WALL TO X-0" TOTAL
7
BA48 INSTALLED ATOP STEEL
BEAM NAILER PRIOR TO STEEL
BEAM LIFT
PRE-MFR TRUSSES
Ca 24" OC
4x8 DF #2
.5619.5 Cad
JOIST
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3 1 /2" 10 1 /2"
DF GL13
LUS410
3 1/2" x 911/2" 1.55E LSL
LUS410
T
3 1/2' /2" 1.55E LSL
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EXIS7 9 1/2" CQ
TJI Cad 16" OC W
�C
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SW6
4
2
SW6
SW6
TYP HEADER PER
PLAN NOTES
3 1/2"x 9 1/2"
OVER WALL
0
SW6
ALIGN TRUSS OVER
SHEAR WALL. IN -PLANE
SHEAR = 242 PLF ASD
PRE-MFR TRUSSES
Cad 24" OC
2x6 Ca 12"OC FULL HT
STUDS C)a CLERESTORY
U
3 1/2" x 9" DF GLB W/
(2) JACK, (1) KING
PRE-MFR TRUSSES
a24"OC
5 1/2" x 16 1/2" DF GLB. EXTEND BEAM
OVER WALLS & PROVIDE CLIPS TO
WALL BELOW PER SW SCHED
C�yIQ
RESUB
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
2ND FLOOR FRAMING PLAN NOTES:
1.
REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND TO THE TYPICAL WOOD
FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON
THE FLOOR FRAMING PLAN OR IN THESE PLAN NOTES.
2.
PLYWOOD FLOOR SHEATHING SHALL BE 3/4" MINIMUM THICKNESS WITH A 40/20 SPAN RATING WHERE
FLOOR FRAMING IS SPACED AT 16" OC. ATTACH TO FRAMING BELOW WITH 10d COMMON NAILS AT 6" OC
AT PANEL EDGES, SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILS AT
INTERMEDIATE FRAMING SHALL BE 10d COMMON SPACED AT 12" OC. REFER TO TYPICAL FRAMING
DETAILS FOR SHEATHING LAYOUT. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE
ARCHITECT BEFORE INSTALLING SHEATHING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN.
3.
TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x8 DF#2 FOR SPANS LESS
THAN 4' SUPPORTED BY MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR SPANS
UP TO 6, USE 4x10 DF#2 SUPPORTED BY (2) CRIPPLE STUD AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND
FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING.
4.
WALL STUD FRAMING SHALL BE AS FOLLOWS:
• 2x6 HF STUD Ca 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
• 2x4 HF STUD Ca 16" OC FOR INTERIOR 4" BEARING WALLS.
• 2x4 OR 2x6 HF STUDS Ca 16" OC FOR INTERIOR NON -BEARING WALLS
8
REFER TO ARCHITECTURAL DRAWING 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. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO.
6.
MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d Cad 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.
8.
FLOOR JOISTS SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 16" UNO. REFER TO DESIGN
LOADS ON S-1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL PROVIDE
ALL TEMPORARY & SAFETY BRACING & BLOCKING AS REQ'D BY THE MANUFACTURER.
9.
CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS
PER MANUFACTURER'S SPAN TABLES.
10.
EXPOSED STRUCTURAL ELEMENTS SHALL BE WRAPPED OR TREATED, RATED FOR LOCAL ENVIRONMENT
11.
ALL BEAMS ARE FLUSH, UNO
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DESCRIPTION
0 05117121
PERMIT SUBMITTAL
Q 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY:
JMD
DRAWN BY:
JMD
CHECKED BY:
CAB
SHEET TITLE:
SECOND FLOOR
FRAMING
PLAN
SHEET NO.:
S2.3
n
I
HI
REPLACE EXISTING
HEADER W/ 4x6 DF#2
H1 OR TRUSS SC,
EVERY 07
RAFTER TO E
CONT CMSTCI6 ABV OPE)
PER DETAIL 7/S4.2. EX7
ACROSS ENTIRE WALL W
10d INTO EA WALL &
ROOF FRAMING PLAN
SCALE: 114" = 1 '-0"
SEE S2.3 FOR
SUPPORT FRAMING
ROOF FRAMING PLAN NOTES:
RESUB
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S 1 SHEETS AND TO THE TYPICAL WOOD
4 4 FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON
O .� THE ROOF FRAMING PLAN OR IN THESE PLAN NOTES.
0 8 V 2. 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.
3. ATTACH EACH END OF EVERY OTHER ROOF RAFTER TO THE EXTERIOR WALL TOP PLATE OR BEAM
BELOW WITH A SIMPSON H1 CLIP.
4. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d @a 12" OC. PROVIDE 2"
MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM.
5. 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.
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DESCRIPTION
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PERMIT SUBMITTAL
1Q 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY:
JMD
DRAWN BY.
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CHECKED BY:
CAB
SHEET TITLE:
ROOF
FRAMING
PLAN
6. + + HATCHED AREAS INDICATE OVERFRAMING AT 24" OC PER THE TYPICAL ROOF FRAMING DETAILS.
7. ROOF FRAMING IS EXISTING PRE-MFR'D TRUSSES UNO ONPLAN
SHEET NO.:
S2.4
COLUMN PER PLAN W/ SIMPSON 8" MIN SQUARE OR ROUND
POST BASE CONCRETE PLINTH W/ (4) HOEDOWN, CHORD, &
#4 HOOKED VERTICAL EXIST STUD FRAMING.
BARS & #3 TIES r7a 6" OC. ° ° SCREWS PER SCHED VFY/PROVIDE SHEATHING & EXIST SILL PL. PROVIDE
WHERE FINISHED SURFACE IS NAILING PER SW SCHEDULE
SLAB ON GRADE, USE PPBZ POST REFER TO ARCH D WGS • ° ANCHOR BOLT W/SIZE AND
BASE W/ 1 " STANDOFF FLUSH FOR TOP OF CONC ELEV. ° ° SPACING PER STRUCTURAL
WITH TOP OF SLAB THREADED ROD & EPDXY °. ° PANEL EDGE NAILING NOTES, PLANS, OR SW SCHED
FINISHED GRADE PER PER HOEDOWN SCHED °; ° PER SW SCHED
ARCH OR CIVIL DWGS EXISTING
SLAB -ON -GRADE FINISHED GRADE
SLOPED AWAY FROM
I I I I BLDG PER ARCH W ell °e
I I TOP OF PIER FLUSH WITH I I Lu CC I I EXIST SLAB ON GRADE
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° & FOOTING PER PLAN
ol SIZE AND REINF °
PER PLAN AND SCHE
EXT�.7/ROCOLUMN DETAIL POST -INSTALLED HOLDOWN DETAIL EXISTING STEM WALL
1 0"
WALL FRAMING,
SHEATHING, SILL PLATE,
AND ANCHOR BOLTS PER
STRUCTURAL NOTES,
PLANS, AND SCHEDULES
CONT FTG PER PLAN
EXIST SLAB ON FILL
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SIZE & REINF
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SIDE W/ SIMPSON
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STRIP AT JOINTS,
TYP 0 COLD JOINTS
STRUCTURAL FILL
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FIRM NATIVE SOIL
TYPICAL INTERIOR STRIP FOOTING �0
SCALE:1"= I'-0"
STRAP PE J
AN OVER
SHEATHING ENTERED
ON BEAM EN AIL TO 2x
FLATBLOCKNIN WALL.
1 ° 1 D of ° 1 m o ° o ° 1
5 1/2" MIN
SILL PLATE NAILING
FROM SILL TO BEAM
PER PLAN AND SW
SCHED.
BEAM PER PLAN
EXIST STEM WALL
(5) 5" TITEN HD 0 6" OC
8" FROM STEM CORNER.
NOTE:
SHEATHING NOT
SHOWN FOR CLARITY.
WOOD COLUMN & POST
BASE PER PLAN —
MAT FTG PER PLAN
EXIST SLAB ON
GRADE
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STRIP AT JOINTS, TYP
0 PERIMETER
STRUCTURAL FILL
PER S 1.1 DOWN TO
FIRM NATIVE SOIL
TYPICAL INTERIOR SPREAD FOOTING
SCALEI"= 1'-0"
RESUB
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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DESCRIPTION
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01 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY.
JMD
DRAWN BY.
JMD
CHECKED BY.
CAB
SHEET TITLE:
FOUNDATION
DETAILS
SHEET NO.:
S3.1
HEADER WITH CRIPPLE
STUDS PER PLAN
(WHERE APPLICABLE)
FULL -HEIGHT HOLDOWN
CHORD PER SCHEDULE.
PROVIDE PANEL EDGE
NAILING.
PT SILL PLATE W/ ANCHOR
BOLTS PER SHEAR WALL
SCHEDULE. PROVIDE
SIMPSON BP PL WASHERS
WITHIN 1/2" OF SHEATHING.
PROVIDE PANEL EDGE
NAILING INTO SILL PL.
CONCRETE STEM OR FTG
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
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STAGGER NAILS ON EA I I I I I I I I
SIDE OF PANEL JOINT I I I I I I I I
1.1
I WHERE REQUIRED ON
1 I SHEAR WALL SCHED I I I I I I I I 1
FRAMING AT ADJOINING 1
1 1 I I I •I I• I I PANEL EDGES PER 1 1
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AB SIZE AND SPACING
PER PLAN AND SHEAR
WALL SCHEDULE, TYP
TYPICAL SHEAR WALL DETAIL
SCALE: 3/4" = Y-0"
BEAM PE
AND SCF
SIMPSON L
A35 EACH
COL PER P
SCF.L..,,LL
JOIST FRAMING nrn
PLAN & SCHEDI
STUD WALL
FRAMING PER
PLAN & NOTES
COL P
VVI ILVVLL
BEAM WIDTH, UNO
II II I
II II II
II II II
II II II
1L_ _ _1L______-L
II II If
RIM BOARD
OR BLOCKING
MCA AA nrn PYI A A I
BEAM WIDTH, UNO
PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL
TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1"= 1'-0"
PANEL EDGE NAILING
PER SHEAR WALL
SCHEDULE. PROVIDE
EDGE NAILING 0
HOLDOWN CHORDS
SHEATHING PER SHEAR
WALL SCHEDULE W/ FIELD
NAILING @a 12" OC
HOLDOWN CHORD PER
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
ADDITIONAL END
STUD IF REQUIRED
TO PROVIDE
COUNTERSINK FOR
HOLDOWN BOLTS
HOLDOWN ANCHOR PER
SCHEDULE
SIMPSON CNW COUPLER
NUT W/ SIZE TO MATCH
HOLDOWN ANCHORAGE
PROVIDE SOLID BLKG
EQUAL TO WIDTH OF
HOLDOWN CHORD ABOVE
CONC STEM
WALL & FTG
LENGTH OF NOTCH SHALL
m
NOT EXCEED 1 /3RD THE
O
JOIST DEPTH
O
T
PRE -DRILL HOLE AT
CORNERS OF NOTCHES.
DO NOT OVERCUT
NOTCH AT END OF
JOISTS SHALL NOT
EXCEED 1/4 THE JOIST
DEPTH. DO NOT NOTCH
WHERE PRACTICABLE.
k
MAX HOLE 0 SHALL NOT
EXCEED 40 % THE STUD
DEPTH (I.E. 2 1/4" FOR 2x6,
1 1/4" FOR 2x4). MINIMIZE
HOLE DIAMETER WHERE
POSSIBLE.
x
W
OR HOLE 0
1/4 OF STUD
WIDTH MAX
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5/8" MIN CLR
TO EDGE
NOTES:
1. PANELS SHALL BE 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN
FRAMING WHERE THE MINIMUM PANEL DIMENSION SHALL BE 24".
2. NAILING SHALL BE PER PLAN AND NOTES. MINIMUM NAIL SPACING IS 6" O.C.
AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE FRAMING, UNO.
TYPICAL FL
2 SCALE:NTS
FRAMING AND SPACING
PER PLAN (SHEATHING
NOT SHOWN FOR
CLARITY AT 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
R/ ROOF SHEATHING DETAIL
0.131 "Q x 3" NAILS 12" OC
2 1/4" END STAGGERED FACE NAILING TYPICAL
DISTANCE, TYP FULL LENGTH OF DBL TOP PLATE
TOP CHORD 3" OC
SPLICE SPACING
E�14t (�Ej
BOTTOM
(2) ROWS OF (6) 0.131 "0 x 3"NAILS CHORD
Ca 3" OC EA SIDE OF SPLICE SPLICE
PROVIDE CONT. TOP PLATES
WHERE LENGTH IS 12' OR LESS I
6'-0" MIN BETWEEN SPLICES.
SPLICES OCCUR AT 4 OF VERT STUDS
TYPICAL TOP PLATE SPLICE DETAIL
SCALE: 1 " = 1 '-0"
MAX HOLE O SHALL NOT
EXCEED 1/3 THE JOIST DEPTH
(LE. 3" FOR 2x10, 3.75" FOR 2x 12).
MINIMIZE HOLE DIAMETER
WHERE POSSIBLE.
~O
mm
U Ct5
zCL
OR
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 1/3 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"
PANEL EDGE NAILING PER
SHEAR WALL SCHEDULE
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
IV
STAGGER NAILS EA SIDE OF STUD
WITH 1 1/2" EDGE DISTANCE.
PROVIDE 0.148" x 3" NAILS FOR (2)
STUDS & 0.207" x 4 1/2" 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
3 SCALE: 1"= 1'-0"
SIMPSON A35 AT EXT
WALLS WITH SPANS
GREATER THAN 6'
(6)0.1310x3"
NAILS EA END
TYPICAL WALL STUDS
PER PLAN OR NOTES
TYP BUILT-UP STUD
NAILING
(1) FULL HT STUD UNO ON PLANS
OR COL/HOLDOWN SCHEDULES.
TYPICAL HEADER DETAIL
SCALE: 1"= 1'-0"
NAILING PER BUILT-UP
STUD DETAIL PANEL EDGE NAILING
PER SW SCHEDULE
WALL FRAMING, SHEATHING,
AND NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION B. 'T' INTERSECTION
DBL TOP PLATE
PER TYP DETAIL
BEAM/HDR PER PLAN
AND NOTES
CRIPPLE STUDS PER PLAN,
PANEL EDGE NAILING PER
SHEAR WALL SCHEDULE
NAILING PER BUILT-UP
STUD DETAIL
WALL FRAMING, SHEATHING,
AND NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
TYPICAL SHEAR WALL INTERSECTION DETAIL
SCALE: 1 " = 1'-0"
RESUB
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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08/ 09/ 21
REV. DATE
DESCRIPTION
0 05117121
PERMIT SUBMITTAL
1 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY
JMD
DRAWN BY:
JMD
CHECKED BY
CAB
SHEET TITLE:
WOOD FRAMING
DETAILS
SHEET NO.:
S4.1
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING
PER SW SCHED
PANEL EDGE NAILING PER SW
SCHED TYP 0 SILL & DBL TOP
PLATE
BREAK SHEATHING AT PLATE
CONTINUOUS LSL OR LVL RIM
BREAK SHEATHING AT PLATE
SILL PLATE NAILING PER SW
SCHED
NOTES
1. CONTRACTOR MAY SPLICE WALL
SHEATHING AT RIM CENTERLINE
AS ANAL TERNA TE DETAIL TO
BLKG OR CLIPS AT TOP PLATE.
2. NON -SHEAR WALL NAILING SHALL
BE PER IBC TABLE 2304.9
SILL PLATE NAILING PER
SW SCHED
FULL DEPTH BLKG AT ALL
COLUMNS & HOLDOWN
CHORDS
I -JOISTS PER PLAN AND
SCHED WITH (2) 10d THRU
BOT FLANGE TO TOP PL,
TYP. FLOOR SHEATHING &
NAILING PER PLAN NOTES
2x4 BLKG OR FRAMING
CLIP W/ SPACING PER SW
SCHED
EXTERIOR BEARING WALL DETAIL
SCALE: 1 " = 1 '-0"
HOLDOWN & FASTENERS
PER PLAN & SCHED
FILL JOIST SPACE WITH BLKG
TO MATCH TOTAL WIDTH OF
STUD COLUMN ABOVE
FLOOR FRAMING PER PLAN
ADDITIONAL TRIMMER STUD
WHERE REOD AT FACE OF
OPENING
FULL HEIGHT CHORD PER
HOLDOWN SCHED. SISTER
TOGETHER PER TYP
BUILT-UP STUD DETAIL
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING
PER SW SCHED
PANEL EDGE NAILING PER SW
SCHED TYP 0 SILL & DBL TOP
PLATE
LVL OR LSL BLKG
SILL PLATE NAILING PER SW
SCHED
HOLDOWN & FASTENERS
PER PLAN & SCHED
FILL JOIST SPACE WITH BLKG
TO MATCH TOTAL WIDTH OF
STUD COLUMN ABOVE
FLOOR FRAMING PER PLAN
ADDITIONAL TRIMMER STUD
WHERE REOD AT FACE OF
OPENING
FULL HEIGHT CHORD PER
HOLDOWN SCHED. SISTER
TOGETHER PER TYP
BUILT-UP STUD DETAIL
FLOOR TO FLOOR HOLDOWN DETAILS
SCALE: 1 " = 1 '-0"
CENTER STRAP AT EDGE
OF WALL
RIM, JOIST, OR ALIGNED
BEAM PER PLAN
FLOOR SHEATHING PER PLAN
NOTES WITH BOUNDARY
NAILING FULL LENGTH OF
SHEAR WALL & DRAG STRUT
DRAG STRUT BEAM PER PLAN
I I II I I I
I
o .o .a C o C
. . . . . . . . . . . . . . . . . . .
I
I IIIII
DRAG STRUT STRAP PER
PLAN. FILL ALL NAIL HOLES
UNO. ALTERNATE LOCATION
FOR STRAP IS BOT OF DRAG
STRUT TO TOP PLATE OF
SHEAR WALL.
STUD FRAMING PER PLAN OR
NOTES. SHEATHING &
NAILING PER SW SCHED
TYPICAL DRAG STRUT DETAIL
SCALE: 1 " = 1 '-0"
SILL PLATE NAILING PER
SW SCHED
FULL DEPTH BLKG AT ALL
COLUMNS & HOLDOWN
CHORDS
I -JOISTS PER PLAN AND
SCHED WITH (2) 10d THRU
BOT FLANGE TO TOP PL, TYP
LAP JOISTS FOR FULL BRNG
ON WALL UNO BY MFR.
2x4 BLOCKING OR FRAMING
CLIP W/ SPACING PER SW
SCHED
INTERIOR BEARING ON BOTH SIDES
INTERIOR BEARING WALL DETAIL
SCALE: 1 " = 1 '-0"
1 " TYP
/ GAP:
1/8" MIN, 2 3/4" MAX
(1 1/2" for
TJ101 560)RTIGHTFIT
NAILING PER TABLE
WEB STIFFENER BOTH
SIDES PER TABLE
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING
PER SW SCHED
SILL PLATE NAILING PER
SW SCHED
PANEL EDGE NAILING PER SW
SCHED TYP SILL & DBL TOP
PLATE
NOTE. -
NON -SHEAR WALL NAILING SHALL
BE PER IBC TABLE 2304.9
SECTION
SCALE: 1 " = 1 '-0"
PANEL EDGE NAILING PER
SHEAR WALL SCHED
FULL DEPTH LVL OR LSL BLKG
ALONG FULL LENGTH OF WALL
SILL PLATE NAILING PER SW
SCHED
WEB BLKG PER 8/S4.2
EXIST CANTILEVERED 1-JOISTS
PER PLAN AND SCHED WITH (2)
10d THRU BOT FLANGE TO TOP
PL, TYP. FLOOR SHEATHING &
NAILING PER PLAN NOTES.
2x4 BLKG OR FRAMING CLIP W/
SPACING PER SW SCHED
STUD FRAMING PER PLAN OR
NOTES. DOUBLE SIDED SW
SHEATHING & NAILING PER SW
SCHED
PT 2x LEDGER TO MATCH DECK
JOIST DEPTH (2x8 MIN). PROVIDE 4"
LEDGERLOK 9 6" OC FOR JOIST
SPANS UP TO 8'-0" & @a 4" OC FOR
JOIST SPANS UP TO 12'-0", OR PER
PLAN. STAGGER SCREWS TOP & BOT
W/ 1 3/4" MIN EDGE DISTANCE
PT 2x DECK JOISTS W/ SLOPE
PER PLAN
NOTES
1. REFER TO TYPICAL STUD WALL DETAILS
FOR INFORMATION NOT SPECIFICALLY
CALLED OUT.
2. REFER TO ARCH DINGS FOR FLASHING,
DECK SURFACE, ETC.
DECK DETAIL 0
SCALE: 1 " = 1 '-0"
EXIST RIM
EXISTING I -JOISTS
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Jill4
I I III I I I I I I III I I I I I SHEATHING PER SHEAR I I I I I I III I I I I I I III I I I I I
IIII I I III I I I I I I III I I WALL SCHEDULE W/ PANEL IIII I I III I I I I I I III I I I I I
IIII I I III I I I I I I III I I I I I EDGE & FIELD NAILING AT IIII I I III I I I I I I III I I I I I
IIII II III II II II III 11 III IIII II III II II II III JJ III
IIII I I I I I---J_L----u----1L---� I I I I III ALL WALL SEGMENTS AS
I I II I I I I __ I I WELL AS ABOVE & BELOW I I I I__ I I -41 1
- I I ROUGH OPENINGS I I I r-- -- I I
Jill II IIII JJII III IIII II IIJJ JJII JJ 111
IIII II 1111 1111 11 1111 II IIII JI11 I III
Jill I I 1 1 1 1 CONTINUOUS STRAP W/ I I J 1 I I 1 1 1 1 1 1 I I I I Jill J J III
IIII II IIII LENGTH AND NAILING PER IIII J1 III IIII II IIII JJII JJ III
I
Jill
I I I I I I PLAN. PROVIDE STRAP J J I I J J III 2x HF BLKG, TYP �a STRAP 1111 11 III J111 I IIIIII 1 I I I I I I J J I I J J I I I
IIII I I I I I I 1111 11 111 LOCATIONS
Jill I I I I I I ABOVE & BELOW OPENING IIII J J III 1111 11 11 I I Jill 11 III
IIII I I I I I I AS APPLICABLE & NAIL TO IIII J J III SILL PLATE 1111 11 11 I I 1111 11 111
Jill I I I I I I FRAMING OR BLKG J J I I J J III NAILING PER PLAN 1111 11 11 I I Jill 11 III
PANEL EDGE NAILING PER 1111 11 III I 1111 11 111
Jill I I I I l 1 1111 1 111 1 III SHEAR WALL SCHEDULE. & SW SCHED 1 1 1 1 11 11 I I Jill 11 111
1 1 1 1 1 1 I PROVIDE EDGE NAILING Ca I I I I I I I J 1 1111 11 111
IIII II IIII 111 II IIII JJII JJ III
Jill I I Jill 1111 11 I HOLDOWN CHORDS. I I 1 I I I I I I J I 1 1 11 I I I
IIII I I IIII 1111 11 111 NAILS NOT SHOWN FOR III I I IIII Jill 11 III
IIII II IIII JJII JJ III
I I I L--- I I J 1 11 1 1 1 ___ I I ___ J I I CLARITY. III ---� F----i I I I I I I k---ZI �__-
I I
I I I I---� F---� 11, I I I---� 1----� I I END STUDS PER III 1 I I Jill IIII 11 111
I I I I I I J i l l 11 1 1 1 1 III HOLDOWN PER 1 1 1 1 1 1 Jill I I I I 11 III
Jill I I Jill I' l l 1 1 III HOLDOWN SCHEDULE
PLAN AND III 1 I I Jill IIII J J III
Jill I I Jill 11 1 1 1 1 III SCHEDULE AT 1 1 1 1 1 1 Jill 11 1 1 11 III
IIII II JJ11 IIII II I EA END III II 1111 JJ11 I III
I I I I I I I I I I 1 1 1 1 I I J HOLDOINN PER PLAN AND III 1 I I I I I I I I I I J J I I I
IIII II JJ11 IIII 11
IIII I I I III IIII 1 1 III SCHEDULE AT EA END 1 1 1 1 1 1 J 1 1 1 Jill 11 III
IIII II JJ11 I'll 11 III 111 II Jill IIII I III
IIII II 1111 IIII 11 III JJI J IIII IIII I III
Ili ii JJiI
IIIII II II 11 11 11 i1 �IIiII1II1II iII iII I1 1 I1III LJill
JIILL_II lI11I_1
NOTE: N
IIII
II11
JJ11 IIII 11 II 1 1 1Jill II 1I
1T
1
REFER TO THE TYPICAL I11_II I I I I I I I
SHEAR WALL DETAIL FOR 1ll _11_ LL_I1
INFORMATION NOT
II IL IL II II II
II SPECIFICALLY CALLED OUT
n - - - - 7 r - - - -IT - - - - n - - - --
II II IIII II II II II II II 11 111
Iltl II II II II II II II I11
J1l1 11 11 11 11 11 11 11 III
-J I J—J i I- -1 � 1-1 i l- -1 l LI I i l- 1 I 11 11 11 11 11 11 11 I I
FORCE TRANSFER AROUND DOOR OPENING 0 FOUNDATION
�1 FORCE TRANSFER SHEAR WALL DETAILS
SCALE.- NTS
WHERE POINT LOAD LANDS ABOVE AND NO
SUPPORT BELOW, INSTALL WEB STIFFENER
TIGHT TO TOP FLANGE WITH GAP AT BOTTOM
TJI® JOIST SERIES
DEPTH
MINIMUM WEB
STIFFENER
NAILING REQUIREMENTS
TYPE
NUMBER OF NAILS
END
INTERMEDIATE
110
ALL
5/8" x 2 5/16" ""
8d
(0.113" x 2 1 /2 )
3
3
210
3/4"x 2 5/16" "'
230 & 360
7/8" x 2 5/16" "'
s31 & s33
1" x 2 5/16
560 & s47
ALL
2x4 (2)
16d
(0.135" x 3 1/21)
(1) PS1 OR PS2 SHEATHING, FACE GRAIN VERTICAL
(2) CONSTRUCTION GRADE OR BETTER
TJI WEB STIFFENER DETAIL
SCALE: NTS
DIAPHRAGM
BOUNDARY NAILING
PER PLAN NOTES
2x6 BLOCKING W/ (3)
10d EA WALL STUD
TRUSS PER PLAN
8d @a 6" OC
SECTION91 0
SCALE: 1 " = 1 '-0"
0
EXISTING STUD
WALL PER PLAN
0.148"0 x 3 1/2"
NAILS 0 6" OC
2x NAILER FULL
WIDTH OF BEAM
EXISTING FLOOR
SHEATHING
FLOOR JOISTS
PER PLAN
INSTALL 12" WIDE WEB
BLOCK W/ (4) 5/8"0 BOLTS
@a LOCATIONS WHERE
BEAMS INTERSECT I -BEAM
STEEL BEAM PER
PLAN
BEAM PER PLAN
EXIST JOISTS W/ TOP
FLANGE HANGER PER
PLAN
7
2x DF BOT NAILER W/
1/2"Ox31/2" THREADED
STUDS AT 24" OC
STAGGERED
SECTION
1 o SCALE: 1 " = 1 '-0"
FORCE TRANSFER AROUND DOOR OPENING FLOOR LEVELS
8d Cd 6" OC
2x DF NAILER RIPPED TO
WIDTH OF FLANGE W/ 1/2"0
x 1 1/2" THREADED STUDS
AT 24" OC STAGGERED
I -JOISTS W/ TOP
FLANGE HANGERS
PER PLAN.
RESUB
Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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0 05117121
PERMIT SUBMITTAL
10 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY:
JMD
DRAWN BY:
JMD
CHECKED BY:
CAB
SHEET TITLE:
WOOD FRAMING
DETAILS
SHEET NO.:
S4.2
NOTE.-
1. POSTS MAYBE INSTALLED ON
EITHER SIDE OF RIM.
2. REFER TO TYPICAL GUARD
ELEVATION FOR ADDITIONAL
INFORMATION NOT
SPECIFICALLY CALLED OUT.
3. REFER TO BOTH PARALLEL &
PERPENDICULAR CONDITIONS
FOR INFORMATION.
05
4x4 GUARD POST PER
TYPICAL GUARD
ELEVATION. DO NOT
NOTCH.
RIM JOIST PER
FRAMING PLAN
DECK FRAMING PER
PLAN
Q
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1800 LB TENSION
STRAP EA SIDE OF
cV
BLKG
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2x BLKG 0 EA POST.
ADD (3) 10d RING
SHANK NAILS EA SIDE
POST C RIM PARALLEL TO JOIST
TYPICAL GUARD SECTIONS
SCALE: 1 "= 1'-0"
(2) 1/2"0
w/ WASHL.. , ...
TYPICAL GUARD ELEVATION
SCALE:1"= 1'-0"
BEAM PER PLAN
SIDEPL 1/4"x31/2"x
7 1 /2" W/ (2) 1 /2"O
THRU BOLTS
SECTION
STUD WALL
(WHERE OCCURS)
BEAM PER PLAN. WEB
STIFFENER PER 8/S4.2
2x DF BOT NAILER W/ 1/2"0 x 3 1/2"
THREADED STUDS AT 24" OC
STAGGERED. PROVIDE (2) STUDS
MIN AT LOCATIONS WHERE BEAMS
�R PLAN -.4,3F TIAHERTQ1V6XEFL
EDGE BEAM PER
FRAMING PLAN
DECK FRAMING PER
PLAN
1800 LB TENSION
STRAP 0 JOIST. IF
POST BTWN JOISTS,
PROVIDE (1) STRAP �a
EA ADJACENT JOIST
POST RIM PERPENDICULAR TO JOIST
TION 0
7�-ffiT"= 1'0"
TREAD & RISER PER ARCH. USE
1 1/8" PLYWOOD TREAD UNO.
2x BLKG TIGHT TO STRINGERS
PT 2x THRUST PLATE TIGHT TO
STRINGERS. PROVIDE (2) HILTI °
X-DNI FASTENERS EA BLOCK w/
2" MIN EMBED INTO FTG. /
NOTE:
1. REFER TO ARCH D WGS & IBC FOR
DIMENSIONAL TOLERANCES OF
STAIRS & LANDINGS.
2. PROVIDE GUARD AND HANDRAILS
AS REQUIRED PER IBC.
3. MAXIMUM STRINGER SPAN IS 8'-0".
PROVIDE INTERMEDIATE SUPPORT
WHERE SPANS EXCEED THIS.
CO
o'0O O`b
OR
Czcc
C J
U STRINGER LOWER LANDING
2x12 NOTCHED STRINGER
(a 16" OC MAX SPACING W/
8' MAX SPAN.
DO NOT OVERCUT TREAD OR
RISER NOTCHES
2x6 SISTERED TO SIDE OF2x12 W/
(2) ROWS OF 10d NAILS
STAGGERED 0 6" OC AS SHOWN
FTG PER PLAN
2x12 NOTCHED STRINGER TREADS PER ARCH.
FRAMING PER PLAN W/2x6 REINFORCEMENT USE 1 1/8" PLYWOOD
& 8' MAX SPAN TREAD UNO.
2x 12 NOTCHED
STRINGER w/2x6
REINFORCEMENT
2x6 TOP RAIL. ATTACH
TO EA POST w/ (3) #12
x 3" SCREWS OR (3)
16d RING SHANK NAILS
2x4 TOP & BOT.
ATTACH TO POST w/ (2)
8d RING SHANK NAILS
OR (2) #8 x 2 1/2" OR
LONGER SCREWS
NOTE:
REFER TO TYPICAL
GUARD SECTIONS FOR
INFORMATION NOT
CALLED OUT.
2x2 BALUSTER TYP
4x4 POST, TYP. DO
NOT NOTCH
CEDAR DECKING
UNO BY OWNER
RIM JOIST PER
FRAMING PLAN
71
° ••°
2x BLKG 0 EA STRINGER
AT LANDINGS. ADD (3) 10d 16" OC MAX
NAILS EA SIDE UNO ON PLANS
SIMPSON LSSU210-2 EA STRINGER STRINGER W/ (3) 16
TYP EA SIDE OF MID -SPAN BEAM EA STUD AT WALL.
WHERE APPLICABLE
STRINGER Ca BEAM OR LANDING STRINGER SECTION
TYPICAL STAIR DETAILS
SCALE: 1"= V-0"
DIAPHRAGM BOUNDARY
NAILING PER PLAN NOTES.
PROVIDE 8d 0 6" OC MIN.
FULL DEPTH BLKG RIPPED
TO MATCH SLOPE OF ROOF.
TRUSS MFR TO PROVIDE
TRUSS BLOCKING IF DEPTH
AT WALL GREATER THAN
2x12 FRAMING.
PANEL EDGE NAILING PER
SW SCHED TYP AT DBL
TOP PLATE
SILL PLATE NAILING PER
SW SCHED
STUD FRAMING PER PLAN
OR NOTES. SHEATHING &
NAILING PER SW SCHED
SECTION
4 SCALE: 1 " = 1 '-0"
2x DF NAILER RIPPED TO WIDTH OF
FLANGE W/ 5/8"0 x 2 1/2" THREADED
5" LEDGERLOK STUDS C 16" OC STAGGERED EA
THRU SILL & SIDE OF WEB.
BEAM INTO BLKG
Cd 24" OC
6" STEP
I -JOISTS & BEAMS W/
HANGERS PER PLAN.
WF BEAM PER PLAN
2x NAILER AS REQ'D FOR ARCH
FINISH W/ 5/8"0 x 1 1/2" THREADED
STUDS 0 24" OC
TYPICAL WOOD HAILERS TO STEEL FRAMING
SCALE: 1 1/2"= 1'-0"
2x4 BLKG W/ SILL PLATE
NAILING OR FRAMING
CLIP PER SW SCHED
PRE-MFR ROOF TRUSS
PER PLAN WITH (3) 10d
TOE NAILS TO TOP
PLATE. ROOF
SHEATHING & NAILING
PER PLAN NOTES.
SIMPSON TIE AT EACH
END OF TRUSS PER
PLAN NOTES.
PANEL EDGE
NAILING PER SW
SCHED
SECTION
SCALE:NTS
ROOF SHEATHING AND NAILING
PER PLAN NOTES. PROVIDE
DIAPHRAGM BOUNDARY NAILING
FULL LENGTH OF DRAG TRUSS.
PRE-MFR ROOF TRUSS PER
PLAN. DESIGN TRUSS FOR AN
ALLOWABLE IN -PLANE SHEAR
LOAD OF 260PLF FROM ROOF
SHEATHING TO SHEAR WALL
LINO ON PLANS.
2x4 BLKG OR FRAMING CLIP
W/ SPACING PER SW SCHED
SILL PLATE NAILING PER SW
SCHED
PANEL EDGE NAILING PER SW
SCHED TYP AT DBL TOP PLATE
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING
PER SW SCHED.
TRUSS ALIGNS WITH SHEAR WALL
DRAG TRUSS SECTION
9 SCALE: 1 " = 1 '-0"
DIAPHRAGM BOUNDARY
NAILING PER PLAN NOTES
SHEAR PONY WITHIN TRUSS SPACE.
SHEATHING, NAILING, AND FRAMING
TO MATCH SHEAR WALL BELOW.
G PER SW SCHED
\ EXIST PRE-MFR'D TRUSSES PER PLAN
PANEL EDGE NAILING
PER SW SCHED TYP
AT DBL TOP PLATE
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING PER
SW SCHED
SILL PLATE
NAILING PER SW
SCHED
2x CONT MEMBER
FULL LENGTH OF
SHEAR WALL.
PROVIDE 3" MIN
OVERLAP WITH
TOP PLATE.
TRUSS OFFSET FROM SHEAR WALL
RESUB
0 Oct 11 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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REV. DATE
DESCRIPTION
0 05117121
PERMIT SUBMITTAL
0 08109121
PERMIT SUBMITTAL
PROJECT NO.:
21019.02
DESIGNED BY:
JMD
DRAWN BY:
JMD
CHECKED BY:
CAB
SHEET TITLE:
WOOD FRAMING
DETAILS
SHEET NO.:
S4.3