APPROVED BLD Structural Drawings 06-15-20STRUCTURAL 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:
RESIDENTIAL 40 PSF
SNOW 25 PSF
EARTHQUAKE LOADS:
SITE CLASS
D
SHORT PERIOD SPECTRAL RESPONSE (SDS)
0.853
ONE SECOND SPECTRAL RESPONSE (Spy)
0.501
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)
0.131
WIND LOADS:
ULT. BASIC WIND SPEED (3 SECOND GUST) 110 MPH
EXPOSURE B
WIND IMPORTANCE FACTOR (Iw) 1.00
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.
ALL INSPECTIONS SHALL BE PERFORMED BYA 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 T RAL OBSERVATION
STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE
REQUIRED BY THE LOCAL JURISDICTION. 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.
SHOP DRAWINGS/SUBMITTAL DOCUMENTS
PROVIDE SHOP DRAWINGS OR SUBMITTAL DOCUMENTS FOR THE FOLLOWING ITEMS:
• PRE -MANUFACTURED TRUSSES
SHOP DRAWINGS SHALL BE REVIEWED AND REVISED AS REQUIRED FOR FIELD CONDITIONS BY THE
CONTRACTOR PRIOR TO THE ENGINEER'S REVIEW. FABRICATION SHALL NOT BEGIN UNTIL APPROVED
SHOP DRAWINGS OR SUBMITTALS BEARING THE STAMP AND SIGNATURE OF THE ARCHITECT, ENGINEER,
AND CONTRACTOR HAVE BEEN RECEIVED.
ENGINEER'S REVIEW IS SOLELY FOR CHECKING GENERAL CONFORMANCE WITH THE PROJECT DESIGN
CONCEPT AND GENERAL CONFORMANCE WITH INFORMATION GIVEN IN THE CONTRACT DOCUMENTS.
MARKINGS OR COMMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE
PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND
ACCURACY, QUANTITIES AND DIMENSIONS, FABRICATION PROCESSES, AND TECHNIQUES OFASSEMBLY.
REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC
STRUCTURE. THE COMPONENT DESIGNER REMAINS RESPONSIBLE FOR CODE CONFORMANCE AND ALL
CONNECTIONS TO THE BASIC STRUCTURE. STRUCTURAL COMPONENT SUBMITTALS SHALL BE STAMPED
BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. BUILDING OFFICIAL
APPROVAL IS REQUIRED PRIOR TO FABRICATION AND INSTALLATION OF STRUCTURAL COMPONENTS.
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.
CONCRETE WOOD FRAMING GENERAL NOTES
ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL,
SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" AND AITC "TIMBER CONSTRUCTION ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE
STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE A UNIT WEIGHT OF APPROXIMATELY 150 PCF MANUAL". ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON -BEARING WALLS, STAIRS, CURBS, DRAINS,
CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND
SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT
• SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS.
• FOUNDATION & WALLS: f'c = 3,000 PSI 0.55 WIC RATIO DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS:
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS FOR COMPATIBILITY WITH THE
A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE • STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITH ANY WORK. THE
SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND • JOISTS DOUG-FIR #2 MOST STRINGENT REQUIREMENT SHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING
COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, • 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2 OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM
CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS. • 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1 BEFORE PROCEEDING.
• POSTS AND TIMBERS DOUG-FIR #2
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
• CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 BARS AND LARGER
#5 BARS AND SMALLER
• CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS, AND JOISTS
BEAM/COLUMN TIES AND STIRRUPS
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.
3"
GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH
2"
ANSI/AITC A190.1 AND ASTM D3737 UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS
1 1/2"
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
3/4"
HAVE AN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION ON THE TENSION
1 1/2"
SIDE OF UNBALANCED 24F-V4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS.
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
#7
68
52
89
68
63
48
81
63
#8
78
60
101
78
72
55
93
72
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.
• 1,500 PSF (ALLOWABLE BEARING PRESSURE) PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP EACH SLAB INTO
• 250 PCF (PASSIVE PRESSURE) RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS
• 35 PCF + SURCHARGE (ACTIVE LATERAL PRESSURE) PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT
• 0.35 (COEFFICIENT OF FRICTION) PRIOR TO PLACEMENT.
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 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.
City Of
Edmonds
Building
Department
Work
NEW SFR
Address
20118 83RD AVE W
Owner
EVANS
Approved Date
7/06/2020
Building Official
Permit Number
BLD2020-0250
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 AISC "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 5/870 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 D 1.1. 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.
CITY OF EDMONDS
BUILDING DIVISION
APPROVED PLAN
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO
THEIR SPECIFIC REQUIREMENTS IN DOC PSI, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD AND OSB
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 2303.41 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 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 1OPSF, 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"0x2112"
• 10d = 0.148"0 X 3"
• 16d = 0.162"0 x 3 112"
10d BOX NAILS (0.12870 x 3) MAYBE 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 1132" AND A MAXIMUM OF
1116" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANKAND 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
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 cc 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 2304.9.1. 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.
OBTAIN ELECTRICAL PERMIT FROM
STATE LABOR & INDUSTRIES
RESUB
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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
DIRECTION OF
FRAMING
SYMBOL
DEFINITION
SYMBOL
NATIVE SOIL
� � a I a I a I a � �
- - - - -
EXTENT OF
FRAMING
lift
GRANULAR FILL
COLUMNS
STRUCTURAL STEEL
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
Gb
SHEAR WALL
(SEE SCHEDULE)
SWX
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
FX
NON -BEARING
STUD WALL
HOLDOWN MARK
(SEE SCHEDULE)
HANGER MARK
(SEE SCHEDULE)
X
O
BEARING STUD
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
FLAG NOTE
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
FRAME CONN.
ABBREVIATIONS
(A)
AB
ABOVE
ANCHOR BOLT
GLB
GLUE -LAMINATED BEAM
HORIZONTAL
HORIZ
ALT
ALTERNATE
ARCHITECT
KP
KING POST
ARCH
KSI
KIPS PER SQUARE INCH
(B)
BELOW
L
ANGLE
BD
BAR DIAMETER
MECH
MECHANICAL
BLKG
BLOCKING
MF
MOMENT FRAME
METAL
BM
BEAM
MTL
BOT
BOTTOM
NS
NEAR SIDE
ON CENTER
BRNG
BEARING
OC
BTWN
BETWEEN
OPP
OPPOSITE
PLATE
CJP
COMPLETE JOINT PENETRATION
PL
CLR
CLEAR
PLCS
PLACES
CMU
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
CONC
CONCRETE
PIT
POST TENSIONED
CONN
CONNECTION
PT
PRESSURE TREATED
CONT
CONTINUOUS
REINF
REINFORCING
COORD
COORDINATE
REQ'D
REQUIRED
DBL
DOUBLE
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
EX
EXISTING
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
FLR
FLOOR
TOW
TOP OF WALL
FDN
FOUNDATION
TYP
TYPICAL
FTG
FOOTING
LINO
UNLESS NOTED OTHERWISE
FS
FAR SIDE
VERT
VERTICAL
GC
GENERAL CONTRACTOR
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WIDE FLANGE
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REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY:
JMD
DRAWN BY.-
CAB
CHECKED BY:
CAB
SHEET TITLE:
STRUCTURAL
NOTES
SHEET NO.:
S1.1
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
NOTIFYALL 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. 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. 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. PROVIDE ITS/11.88 HANGER TO RIM AT ALL JOISTS FRAMING ABOVE VENTS.
HOLDOWN SCHEDULE
MIN
ANCHOR
CAPACITY
MARK
TYPE
CHORD
STUD NAILS OR BOLTS
BOLT (SEE
(LB)
SIZE
NOTE 2)
J
MST37
(2) 2x
(11) 16d EA END
-
2,345
2�
HDU2
(2) 2x
(6) SDS 1/4"x 2 1/2"
5/8"0
2,215
<311
HDU4
(2) 2x
(10) SDS 1/4"x 2 1/2"
5/8"0
3,285
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 6/S3.1. USE PABX-12
ANCHORS AT INTERIOR FOOTINGS AND PABX-24 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.
SHEAR WALL SCHEDULE
MIN FRAMING
NAILING
RIM JOIST
SILL PLATE
SILL PLATE
FOUNDATI
SHEAR
TYPE
APA-RATED
AT ADJOINING
AT PANEL
OR BLOCK
NAILING TO
ANCHOR BOLT TO
ON SILL
CAPACITY
SHEATHING
PANEL EDGES
EDGES
CONN TO
RIM/BLKG
SLAB OR
PLATE
(PLF)
TOP PLATE
BELOW
FOUNDATION
SIZE
SW6
15/32"
2x STUD
0.131 "0 x 2 1/2"
LTP4 OR A35
0.131 "Q x 3 1/4"
5/8"0 AB 05'-8" OC OR
2x
242
ONE SIDE
AND BLKG
Ca-)6" OC
Ca-)26" OC
Ca-)6.5" OC
1 /2"Q AB @a 3'-10" OC
SW4
15/32"
2x STUD
0.131 "O x 2 1/2"
LTP4 OR A35
0.131 "Q x 3 1/4"
5/8"0 AB @a 3'-10" OC OR
2x
353
ONE SIDE
AND BLKG
Cd 4" OC
0 18"OC
Cd 4.5" OC
1/2"0 AB Cd) 2'-8" 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.
TOW = -0.19,
7
16" WIDE x 9" DEEP CONT
FTG W/ (2) #4 BOT. 8" STEM
W/#418"OCVERT(a
12" OC HORIZ, TYP
TOW = -0.19,
44'-0"
23'-5"
16" WIDE C 12" DEEP CONT FOOTING
Ca GARAGE W/ (3) #4 TOP & BOT, TYP
v 2'-6"
v
PROVIDE #4 (a 9" OC
EA WAY BOT — — —
co
14'-1"
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I I I I4
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I I
2" RAT SLAB
I I
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I I I 3 I
I
1 16" WIDE x 9" DEEP FOOTING I I 1
j W/ (2) #4 CONT TOP & BOT 1 I I
I a I
I I I I
1 I I I a
I I I i n
I 4" SLAB ON GRADE r J Ll 2'-0" x 2'-0" x 9" I
I I I DEEP FOOTING W/ I
STEP FTG PER 4/S3.1. (3) #4 EA WA "^T
lo WALL & FTG PER 4/3.2. I I
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2
TOW = -1.18'
-OW = -0.19,
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TO DRAIN I----------�
I I j I
I I I I
I I I I
a 1 2'-6" x 2'-6" x 9" DEEP FTG 1 1" L
I W/ (4) #4 EA WAY BOT I 4 r
I
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INTO SLAB WHERE PLAC D
OVER WILL
I I I
I I I E x 9" DE TG W/
I TOW = -0.33' 1 I ONT TO OT
I I I
1 I I 2' _6" x 2'-6" x 9" DEEP FTG W/
1 —
I 2'-6" x 21 (4) #4 EA WAY BOT'-6" x 9"DEEP FTG I I
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S3.1 4" SLAB ON GRADE I
3'-6"
I
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I
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I WALL & FTG PER 4/3.2.
I
I
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1 2" RAT SLAB
I
I
I
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1
I
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I
L ---- J
FOUNDATION PLAN
0
12'-3"
11
2'-0" x 2'-0" x 12" DEEP FTG
W/ (3) #4 EA WAY BOT, TYP
FOR PORCH, UNO
0
T
STEP FTG PER
DETAIL 4/S3.1
BASED ON FINAL
GRADE
TOW = -3.93'
Lo
TOW = -6.93'
im = -7.93'
ITOW = -8.59' Lo
N
TOW = -9.27'
I
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I I I 1
I d. I I I L--------
I J N I I / L - 2'-6" x 2'-6„ x 8„
---
I - DEEP FOOTING W/
L 16" WIDE x 9" DEEP FTG (3) #4 EA WAY BOT
W/ (2) #4 CONT I
—J I
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I 2'-0" x 2'-0" x 12" �P
I I DEEP FOOTING W/
I (3) #4 EA WAY BOT
I I
I 1
I I
I
I I
TOW = -5.18' r TOW = -7.18' VOW = -9.27'
STEP FTG PER DETAIL
4/S3.1 BASED ON FINAL
GRADE
45'-0"
19'-3" I 10'-0"
1 '-6" DEEP FTG W/
#4 0 12" OC EA
WAY TOP & BOT
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S`SIONAL
05 / 15 / 202C
REV. DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT
RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY:
JMD
DRAWN BY.'
CAB
CHECKED BY:
CAB
SHEET TITLE:
FOUNDATION
PLAN
SHEET NO.:
SCALE: 1/4" = V-0"
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S2.1
MAIN 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. FLOOR SHEATHING SHALL BE 314" SHEATHING WITH A 40120 SPAN RATING. ATTACH TO FRAMING BELOW
WITH 10d 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 10d NAILS
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 BY 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 9 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
• 2x4 HF STUD 9 16" OC FOR INTERIOR 4" BEARING WALLS.
• 2x4 OR 2x6 HF STUDS 9 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 0 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. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS
PER MANUFACTURER'S SPAN TABLES..
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REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
Q1
05115120
PERMIT
RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY.
JMD
DRAWN BY.
CAB
CHECKED BY:
CAB
SHEET TITLE:
LOWER FLOOR
FRAMING
PLAN
LOWER FLOOR FRAMING PLAN
SCALE: 114" = V-0"
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET NO.:
S2.2
UPPER 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. FLOOR SHEATHING SHALL BE 314" SHEATHING WITH A 40120 SPAN RATING WHERE FLOOR TRUSSES ARE
SPACED AT 16" OC. PROVIDE 48124 SPAN RATED STURD-I-FLOOR PLYWOOD IF FLOOR TRUSSES ARE
SPACED AT 24" OC. ATTACH TO FRAMING BELOW WITH 10d 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 10d NAILS 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 BYA 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. FOR SPANS UP
TO 8'-0" USE 3 112" x 10 112" 24F-V4 DF GLB W/ (2) CRIPPLE STUDS 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 0 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
• 2x4 HF STUD Cc 16" OC FOR INTERIOR 4" BEARING WALLS.
• 2x4 OR 2x6 HF STUDS C& 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 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.
8. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS
PER MANUFACTURER'S SPAN TABLES.
9. FLOOR TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 16" OC UNO. REFER TO THE
STRUCTURAL NOTES ON S1.1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR
SHALL PROVIDE ALL TEMPORARY & SAFETY BRACING AND BLOCKING AS REQ'D BY THE MANUFACTURER.
ROOF FRAMING PLAN NOTES:
REFER TO SHEET S2.4 FOR ROOF FRAMING PLAN NOTES.
FLAG NOTES
WP 16XOSL HANGER ON END OF PSL. USE 6x6 DF#2 POST W/ AC6
POST CAP
PORTAL FRAME EA SIDE W/A MINIMUM WIDTH OF 16". REFER TO
DETAIL 7/S4.3 FOR CONSTRUCTION REQUIREMENTS. FRAME SHALL
BE 10'-0" TALL MAX. INCREASE STEM WALL HEIGHT AS NECESSARY.
CS16 x X-0" WITH (13) 8d NAILED TO TOP OF BEAM & TO 2x BLOCKING
BETWEEN FLOOR TRUSSES.
3 112" x 11 718" 2.0E PSL.
BEAM SHALL EXTEND
OVER PORTAL FRAMES
4x 12 DF#2 W/ (2)
JACK & (1) KING
4x 10 DF#2 W/ (2)
JACK & (1) KING
4x 12 DF#2 W/ (2)
JACK & (1) KING
0
PT 6x6 HF#2 W/
SIMPSON CAP &
BASE, TYP
OPEN TO
BELOW
PRE MFR
TRUSSES @a
24" OC
PT 6x6 HF#2 W/
SIMPSON CAP &
BASE, TYP
PT 6x10 HF#2, TYP
4x 10 DF#2 W/ (2)
JACK & (1) KING
OVER FRAMING NOT
SHOWN FOR CLARITY
3 1/2" x 11 7/8" 2.0E PSL
W/ (3) JACK & (1) KING
PT 6x8 HF#2,
TYP
PT 6x6 HF#2 W/
SIMPSON CAP
& BASE, TYP
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S`SIONAL
05 / 6 / 202(
REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
0
05115120
PERMIT
RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY:
JMD
DRAWN BY.-
CAB
CHECKED BY:
CAB
SHEET TITLE:
UPPER FLOOR
FRAMING
PLAN
UPPER FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET NO.:
S2.3
ROOF 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 ROOF FRAMING PLAN OR IN THESE PLAN NOTES.
2. ROOF SHEATHING SHALL BE 112" MINIMUM 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 UNO ON PLAN.
3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x6 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 4x8 DF#2 SUPPORTED BY (1) CRIPPLE STUDS 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 @a 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS.
• 2x4 HF STUD 0 16" OC FOR INTERIOR 4" BEARING WALLS.
• 2x4 OR 2x6 HF STUDS Ci 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. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC 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.
7. ATTACH EACH END OF EVERY OTHER ROOF TRUSS TO THE EXTERIOR WALL TOP PLATE BELOW WITH A
SIMPSON H1 CLIP.
8. 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.
9. 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.
10. + + HATCHED AREAS INDICATE OVERFRAMING AT 24" OC PER THE TYPICAL ROOF FRAMING DETAILS.
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ONAL
OM1202(
REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT
RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY:
JMD
DRAWN BY.
CAB
CHECKED BY:
CAB
SHEET TITLE:
ROOF FRAMING
PLAN
ROOF FRAMING PLAN
SCALE: 114" = 1 '-0"
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET NO.:
S2.4
CORNER BARS WITH LAP EA.
LAP SPLICE
SIDE MAYBE SUBSTITUTED
FOR 90° HOOKED BARS
°
• •
•/I < ZA•
a
°
U
STD 900 HOOKCL
°
TYP UNO
(j)
a
CL
Izz
ADDED VERT CORNER, END, AND
ALTERNATE HOOK
WALL INTERSECTION BARS SHALL
FOR SINGLE LAYER
MATCH SIZE OF WALL REINFORCING
<
zi
°
a
°
°
•
•
NOTE:
W
°
REFER TO STRUCTURAL NOTES,
°
U
°
PLANS, AND DETAILS FOR REINF.
CL
°
ALL BARS SHALL BE CONTINUOUS
z
ADD VERT AT WALL
OR SPLICED PER STRUCT NOTES
CL
END FOR SINGLE
Q
LAYER
°
i
° STD 180° HOOK
°
AT WALL ENDS
CORNER BARS TO MATCH SIZE AND
ADD 2 VERT AT WALL
()
SPACING OF HORIZ WALL REINF
uu
END FOR (2) LAYERS
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PLACE VERT REINF OUTSIDE UNO
LAP SPLICE
TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
ADD (1) #5 IN WALL.
EXTEND 2'-0"
BEYOND EA SIDE
OF EA STEP
0
N
X-0" MIN
D/2
LAP SPLICE
TYP
<Cc
. O
U>-
�a a
BENT Z BARS TO MATCH
—� & LAP FOOTING REINF
�/ 11 UNDISTURBED EARTH OR
COMPACTED FILL PER
3" CLR STRUCTURAL NOTES
TYP
rol
TYPICAL FOOTING STEP
SCALE: 1/2" = V-0"
WALL FRAMING, SHEATHING,
SILL PLATE, AND ANCHOR
BOLTS PER STRUCTURAL
NOTES, PLANS, AND
SCHEDULES
ADDITIONAL TOP BARS
PROVIDE MIN OF (1) #5 WHERE REQUIRED PER
CONT AT SHEAR WALLS HOLDOWN DETAIL
FOR SUPPORTING ANCHOR
BOLTS IN PLACE UNO ON SLAB ON GRADE AND
FOUNDATION PLAN SUBGRADE PER
FOUNDATION PLAN
° II °
X <x X xz Ipc °X X X X
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Li
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Li
1
MAXIMUM SIZE & REINF
SLOPE PER PLAN & SCHEffr
TYPICAL INTERIOR FOOTING
IN AREAS WITH EXPOSED
CONC FLOORS, EDGE SLAB
WITH 1/8" MAX RADIUS AND
FILL JOINT WITH SEALANT
5/8"0 x 2'-0" SMOOTH SLIP
DOWEL BARS AT 12" OC, TYP
UNO. GREASE 1/2 OF BAR
v
° °
X< — X
a. a
CONC SLAB ON GRADE PER
PLAN OR NOTES
REINF SHALL NOT PASS THRU
JOINT
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CONSTRUCTION JOINT
SAWCUT JOINT. IN AREAS WITH CONC SLAB ON GRADE
EXPOSED CONC FLOORS FILL JOINT PER PLAN OR NOTES
WITH SEALANT. IN LIEU OF SAWCUT
JOINTS CONTRACTOR MAY USE
PREMOLDED JOINT STRIP.
a <
a X X X X �C X
° ° °
470 PERFORATED PVC PIPE WITH
PERFORATIONS DOWNWARD
AND 6" OF 1 " MINUS GRAVEL ALL
AROUND. WRAP IN NON -WOVEN
GEOTEXTILE FABRIC. SLOPE TO
DRAIN 1/8" PER 1'-0" MIN. OR PER
CIVIL DRAWINGS AS APPLICABLE.
NOTE:
1. CONTROL OR CONSTRUCTION JOINTS ARE REQUIRED TO
BREAK UP EACH SLAB INTO RECTANGULAR AREAS OF LESS
THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS
PRACTICAL WITH NO ACUTE ANGLES. ALL JOINTS SHALL BE
APPROVED BY THE ARCHITECT PRIOR TO PLACEMENT.
2. PLACE SLAB ON GRADE ON VAPOR BARRIER OVER SUITABLE
COMPACTED SUBGRADE MATERIAL. REFER TO PLAN NOTES.
3. REFER TO ARCHITECTURAL DRAWINGS OR FOUNDATION
PLAN FOR LOCATION OF JOINTS
IF BAR REINF USED, PROVIDE CONC SLAB ON GRADE
Z' BARS W/ LAP SPLICE PER PER PLAN OR NOTES
STRUCTURAL NOTES
SLAB STEP
PER PLAN °
< 4
a ,XXX a
X a' a )Ga a a X a a
r < I° °a a
° a 1
1
CONTROL/CONTRACTION JOINT SLAB STEP
TYPICAL SLAB ON GRADE DETAILS
SCALE: 1"= 1'-0"
o°
O °
O po00
° L;o2o °p0
O
a
°0°O°00oO°
Q
LINE OF MAX EXCAVATION.
IF SOIL IS OVER 1
EXCAVATED, REPLACE
WITH LEAN MIX CONCRETE.
FIRM BEARING SOIL
OR COMPACTED
STRUCTURAL FILL
TYPICAL FOOTING DRAIN
r�U 1�
1
MAXIMUM
SLOPE
SCALE: 1 " = 1 '-0"
SIZE & REINF
PER PLAN & SCHED
NOTE:
WHERE CONCRETE WALL WITH
HT > X-0" EXISTS, ROD MAY
EXTEND 24"MIN INTO WALL W/
DBL NUT & WASHER AS SHOWN.
SSTB ANCHOR BOLTS MAYBE
SUBSTITUTED AS ALLOWED IN
THE HOLDOWN SCHEDULE.
COUNTERSINK ADDITIONAL
END STUD WHERE REQ'D
THREADED ROD AS REQ'D
FOR HOLDOWN W/ DBL NUT
° AND WASHER AT BASE.
° EXTEND ROD TO BOT OF FTG,
a UNO ON HOLDOWN SCHED
a
TOP OF FTG--,,
a°
a a
° °
WOOD COLUMN & POST BASE
PER PLAN AND SCHED
SLAB ON GRADE AND
SUBGRADE PER
FOUNDATION PLAN
TYPICAL INTERIOR SPREAD FOOTING
SCALE: 1"= 1'-0"
PANEL EDGE NAILING ALONG
FULL HT OF HOLDOWN STUDS
SHEAR WALL PER PLAN AND SCHED
HOLDOWN PER
PLAN AND SCHED
II Q < II
°
°
II z" °
< a
II a ° °
zi
UADD (2) #4 x 4' AT TOP OF INTERIOR
FOOTINGS AT HOLDOWN LOCATIONS
WITHOUT A STEM WALL. REMAINING
FTG REINFORCING NOT SHOWN FOR
CLARITY.
HOLDOWN DETAIL
SCALE: 1 " = 1 '-0"
#4 CONT NOSING BAR
-III —I
-III I °
#4 �a 18" O.C. EXTEND /0;0bo
BAR 12" INTO SLAB(2) #4 CONT UNO ON
PLANS
1 '-0" MIN BELOW SLAB FOR PORCH
OR PATIO APPLICATIONS. EXTEND
TO CONT FTG Ca GARAGE DOOR.
EXTEND TO FROST DEPTH WHERE
READ BY JURISDICTION.
THICKENED SLAB EDGE
FINISHED GRADE OR
PAVING SLOPED
AWAYFROMBLDGPER ARCH
<
°
SLAB ON GRADE AND SUBGRADE
PER FOUNDATION PLAN. SLOPE
SLAB PER ARCH PLAN
XXXX��X�° X<00°o � o°O°o `b o 00°0
TRENCH EXCAVATION
PARALLEL TO FTG
a
SLEEVES TO
°
°
CC °
1'-Lu
6"
CLEAR PIPE I"
NO PIPES
MIN
ALL SIDES
W
Q °
ALLOWED IN
CL
THIS REGION.
LOWER FTGS
AS REQ'D
°
TOF
°
PIPE
Z1
°
°
°
BOF
¢
2
LOWER BOF
AS REQ'D
Z
6" MIN
PIPE TRENCH EXCAVATION PARALLEL
TYP
TO FOOTING IS NOT ALLOWED
BELOW THIS LINE. STEP FTG AS
REQUIRED FOR THIS CONDITION
TYPICAL PIPE PENETRATION AT FOUNDATION/WALLS
SCALE: 1/2" = Y-0"
WALL FRAMING, SHEATHING, V PROVIDE BLOCK OUT AT
SILL PLATE, AND ANCHOR DOOR OPENINGS WHERE
BOLTS PER STRUCTURAL READ.
NOTES, PLANS, AND
SCHEDULES SLAB ON GRADE AND
rSUBGRADE PER
FOUNDATION PLAN
FINISHED GRADE
SLOPED AWAY FROM
BLDG PER ARCH
7 Zk •IIy-
>°—XXX
— TT
N o I 1 a 0 o`ID 0 o`o °p0 o`8. o`b
Fo-?o
�O 00 • 0 . III o°0 r 0 . 0 . 1— o
#4 �a 12" OC HORIZ W/ (2)
0
°° o CONTATTOW
o o #4 Ca 18" OC VERT
oa
Cc
FOOTING DRAIN / 8„
PER TYP DETAIL
SIZE & REINF ALT HOOKAS
PER PLAN & SCHE6 SHOWN
TYPICAL STEM WALL DETAIL
SCALE: 1 " = 1 '-0"
COLUMN PER PLAN W/SIMPSON
POST BASE
WHERE FINISHED SURFACE IS
SLAB ON GRADE, USE PPBZ POST
BASE W/ 1 "STANDOFF FLUSH
WITH TOP OF SLAB
8" MIN SQUARE OR ROUND
CONCRETE PLINTH W/ (4)
#4 HOOKED VERTICAL
BARS & #3 TIES Ca 6" OC.
REFER TO ARCH D WGS
FOR TOP OF CONC ELEV.
FINISHED GRADE PER
ARCH OR CIVIL DWGS
III
TOP OF PIER FLUSH WITH
LL GRADE OR EXTEND 2'-0"
MAX ABOVE GRADE.
REFER TO ARCH
a °
8 M U
SIZE AND REINF
PER PLAN AND SCHED'
ERIOR COLUMN DETAIL
1 1'-0„
n 15 `"1„=
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
P--1 P"
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ANAL
05/ 15/ 202(
REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY.-
JMD
DRAWN BY.-
CAB
CHECKED BY.-
CAB
SHEET TITLE. -
FOUNDATION
DETAILS
SHEET NO.:
S3.1
SCALE: 1 "= 1'-0"
SCALE: 1 "= 1'-0"
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING,
PER SW SCHEDULE
PANEL EDGE NAILING PER
SW SCHED TYPO ALL
BOTTOM & SILL PLATES
PT SILL PL RIPPED TO WIDTH OF
STEM WALL, W/ PT TREATMENT
BRUSHED ON RIPPED EDGE.
ANCHOR BOLT SIZE AND SPACING
PER STRUCT NOTES OR SW SCHED
FINISHED GRADE SLOPED
zX
AWAY FROM BLDG PER ARCH = N
z .
O
PZ
U 0 FTG DRAIN PER
SQ TYPICAL DETAIL
wLLJ
w
m
O
C
SILL PLATE NAILING PER SW
SCHED
1-JOIST PER PLAN W/ MOISTURE
BARRIER BTWN CONCRETE &
JOIST END. FLOOR SHEATHING &
NAILING PER PLAN NOTES
a TOP FLANGE HANGER PER PLAN
#4 Ca 12" OC HORIZ W/ (2)
° CONT AT TOW
a
#4 Ca 18" OC VERT
Q O o 0
O° °O
J
°
•
O
00 O 000n
O°
°o�
III;
0 p
0 0 ° ° Q
°
1-
m
m
0000 00
°�
8"
rs
SIZE AND REINF
ALTHOOSHOWN KAS
R PLAN AND SCHED"
BEARING FOUNDATION AT CRAWLSPACE
SCALE: 1 " = 1 '-O"
RETAINING
WALL
SCHEDULE
WALL GEOMETRY
WALL REINFORCING
WALL
TYPE
MAX "H"
"T"
'B"
"t"
"D"
"S" BARS
"F" BARS
1
4'-0"
0'-8"
1'-2"
8"
12"
#5 Ca 15"
#5 Ca 18"
2
6'-0"
1'-0"
1'-10"
8"
12"
#5 Ca 12"
#5 Ca 18"
3
8'-0"
1'-9"
2'-1"
8"
12"
#5 Ca 8"
#5 0 12"
4
10'-0"
2'-6"
2'-4"
8"
15"
#6 Cd 8"
#5 0 12"
NOTES:
1. FOUNDATION SHALL BEAR ON UNDISTURBED COMPETENT BEARING SOIL PER
GEOTECHNICAL REPORT.
SLAB & INSULATION PER
PLAN OR ARCH DWGS
W
°
(2) #5 CONT TOP
XX,
p X p
�
•
8" CONCRETE WALL W/ #4 Ca 12" OC
HORIZ, TYP.
BACKFILL W/ FREE
°°b
a
"S"
DRAINING MATERIAL
a
a
BARS W/ DOWELS TO MATCH &
06,0
LAP VERT BARS. EXTEND DOWEL
0 co
X
•
TO EDGE OF FTG.
1, 0„
2
MINlo
Q)
=
o� o.
a
zi
O
�
Z
040
SLAB & INSULATION PER PLAN
° b
•
OR ARCH D WGS. EXTEND
THICKENED SLAB TO TOP OF
°a
O °0 °
FTG 0a SHEAR & BRNG WALL
° o`b
<
#5
0 12" OC
FTG DRAIN PER TOP & BOT. °
TYP DETAIL ° • �L x x —
II
QO o 0 „F" BARS o n
O 0° O l� D
0
° Z11
O °o ° O 071 0 °
0 0 00°0
a <
00 -0-0 O •
OOoO p00
a
ol
ol
FTG WIDTH ol
RETAINING WALL SECTION
SCALE:NTS
°
a
Q O o 0 Q •
00 0° °
00 0000 O °
0°0°Oo°Qoo
O °°
°
00 ° Q
00 o00 00
2x FLAT BLKG Ca 4'-0" OC PLACED
TIGHT TO SILL AND JOIST.
PROVIDE (3) 10d EA BLOCK.
I -JOIST PER PLAN. FLOOR
SHEATHING & NAILING PER PLAN
NOTES
NOTE:
REFER TO BEARING
FOUNDATION AT CRAWLSPACE
DETAIL FOR INFORMATION NOT
SPECIFICALLY CALLED OUT.
NON -BEARING FOUNDATION AT CRAWLSPACE
SCALE: 1 " = 1 '-0"
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING,
PER SW SCHEDULE
PANEL EDGE NAILING PER SW
SCHED TYP 0 ALL BOTTOM &
SILL PLATES
CONT LSL OR LVL RIM BOARD TO
MATCH DEPTH OF JOIST
PT SILL PL W/ ANCHOR BOLT SIZE
AND SPACING PER STRUCTURAL
NOTES, PLANS, OR SW SCHED —
FINISHED GRADE SLOPED z Q
AWAY FROM BLDG PER ARCH
O
U FTG DRAIN PER
SQ TYPICAL DETAIL
cc
� 4
aw OAo
po0 °Q a
a
O Q0Z,[o���o
o°
oo
o 00 °°Q
o� •aUoO O
•
\_ ALT HO
I-. -
SIZE AND REINF SHOWNOK AS
R PLAN AND SCHED"
BEARING FOUNDATION AT CRAWLSPACE
SCALE: 1 " = 1'-0"
SILL PLATE NAILING PER SW
SCHED
FULL DEPTH BLKG AT ALL
COLUMNS & HOLDOWN CHORDS
I -JOIST PER PLAN WITH (2) 10d
THRU BOT FLANGE TO SILL PL,
TYP. FLOOR SHEATHING & NAILING
\ PER PLAN NOTES
CL
I
I
•II .• FZW
I I SIMPSON A35 EVERY Q °
OTHER JOIST < Q U 0
�kO
oJw
• ; cr
l a a #4 0 12" OC HORIZ U d
W/ (2) CONT AT TOW Q cc
mw_
&4 n 1 R" r)r 1/FRT
1Od Cc 6" OC
LSL OR LVL BLKG TO MATCH
DEPTH OF JOIST FRAMING. TOE
NAIL TO BEAM Ca 6" OC
0
II
II <
l� a Z1,
I -JOIST PER PLAN LAPPED AT
BEAM. FLOOR SHEATHING &
NAILING PER PLAN NOTES
BEAM PER PLAN
COLUMN PER PLAN W/
SIMPSON ABU SERIES
POST BASE AND PC
SERIES POST CAP
-�
MU
ol
SIZE AND REINF ol
PER PLAN AND SCHED
z
O CL
INTERIOR FOOTING AT CRAWLSPACE
SCALE: 1 " = 1 '-O"
CONT LSL OR LVL RIM
BOARD TO MATCH DEPTH
OF JOIST FRAMING
I
I
z >C • I I �
C° N °
a
4
O 00°0 o° O •
O O°OD o a
o
O°OOoO0
00 °Q°°
L 00 0 0
L O p 00 pQ • ° —�
L OOoO o 0
10d Ca 4" OC EA BLOCK
(3) 10d END NAILS EA END
EA BLOCK. PROVIDE WEB
STIFFENER Ca I -JOIST
LSL OR LVL BLKG 0 4'-0"
MAX SPACING
SIMPSON A35 EACH
BLOCK
NOTE.
REFER TO BEARING
FOUNDATION AT CRAWLSPACE
DETAIL FOR INFORMATION NOT
SPECIFICALLY CALLED OUT.
NON -BEARING FOUNDATIO AWLSPACE
6 SCALE: 1 " = 1 '-0"
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SILL PLATE NAILING PER SW FULL DEPTH BLKG AT ALL
SCHED COLUMNS & HOLDOWN CHORDS
PANEL EDGE NAILING PER SW
SCHED TYP 0 SILL & DBL TOP oil
PLATES
CONT LSL OR LVL RIM BOARD TO 00
I
MATCH DEPTH OF JOIST
SILL PLATE NAILING INTO BLKG
PER SW SCHED
1-JOIST PER PLAN WITH (2) 10d
STUD FRAMING PER PLAN OR THRU BOT FLANGE TO SILL PL.
NOTES. SHEATHING & NAILING, FLOOR SHEATHING & NAILING PER
PER SW SCHEDULE PLAN NOTES
PT SILL PL W/ANCHOR BOLT SIZE 2x4 BLKG OR FRAMING CLIP W/
AND SPACING PER STRUCTURAL SPACING PER SW SCHED
NOTES, PLANS, OR SW SC ED
cfl N <
° -o
W — a
°°b o� i
0
FINISHED GRADE ° b o 8" RETAINING WALL PER
n, •
SLOPED AWAY FROM °° a
BLDG PER ARCH DETAIL 4/S3.2
= cP o`o
1— O°b
Z
O
_ <
•
FTG DRAIN PER 0.0
Z a°
TYPICAL DETAIL a a
0 0-0
ow[ o°°
a
Q O ° O ° 00 °°b o o`b
• Q D
O O o°w
o0 000 Op a — _—
p 00 O
•
a• O°
0o U
oO °°°OQ "�
0OoW
Op000 a °
a a
SIZE AND REINF
PER SCHED
DPONY WALL SECTION
SCALE:1"= 1'0"
Z 4
1- 4
I• U
A
3
3
W
N
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W
Q
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S�l��r�
WA40785
o� L
ONAL
W 5102C
REV. DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY:
JMD
DRAWN BY:
CAB
CHECKED BY.
CAB
SHEET TITLE. -
FOUNDATION
DETAILS
SHEET NO..
S3.2
-Fl-------n----
1•I I•I
II II
II II
I STAGGER NAILS ON EA
SIDE OF PANEL JOINT
WHERE REQUIRED ON I
HEADER WITH CRIPPLE III I I SHEAR WALL SCHED I
STUDS PER PLAN IIII I I 1. 1
(WHERE APPLICABLE) 1 1.11 1 1 I I 1
1 1 1 1 1 1 I I 1• I
1 I I 1 1•I I.I
I ly� 1 1 I I
1X1 11 II I
1 II 11 II 1••I
I.1 1 1 1 I I I
FULL -HEIGHT HOLDOWN I I I I 1 1 I I I •�
CHORD PER SCHEDULE. 1 1 1 1 1•I I I I•
PROVIDE PANEL EDGE I �•� j I j I I j •1
NAILING. 1 1 1 1 1 1 I I 1•
1 1.1 1 1 1 I I I
1 1 1 1 1 1 I I 1• I
IIII 1•I I I 1.
1I•II 11 II I
PT SILL PLATE W/ ANCHOR
BOLTS PER SHEAR WALL 1 1 1 1 1 1 I I 1 •�
SCHEDULE. PROVIDE 1 I I 1 1•I I.I I•
SIMPSON BP PL WASHERS
WITHIN 1/2" OF SHEATHING. I I I I I• •I
PROVIDE PANEL EDGE 1 1 I I I
NAILING INTO SILL PL.
I.I I• I
I I I I
II I.I
I I 1• �
I I I I
I I 1 •I
CONCRETE STEM OR FTG I•I 1' I
1 - - - - - - 1 - -
I I
II rLZ
II
I I
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
____•______•______•______•______•______•__
PANEL EDGE NAILING
------n-------n-------n-------rl-----r��
I•I I'I I'I I.I I
PER SHEAR WALL
SCHEDULE. PROVIDE
I I I I I I I III
EDGE NAILING C�
II II II II III
HOLDOWN CHORDS
II II II II III
I • I I' I I' I 1.1
II I
SHEATHING PER SHEAR
I I I I I I I j
WALL SCHEDULE W/ FIELD
I I FRAMING AT ADJOINING I I 11.1
II II
NAILING Cad 12" OC
II
PANEL EDGES PER I I I
• I • I SHEAR WALL SCHED • 1 • I
I I
II II
HOEDOWN CHORD PER
I I I I I I I I 1
SCHEDULE. REFER TO
11
1 1 I I I I I I I I 11.1
TYPICAL BUILT-UP
I I I I I I 1 1 1
I I I I
COLUMN DETAIL
1•
I•I 1.1 I•I I•I
II
�_J L --- ----j.F- --- ---i F: --- _
ADDITIONAL END
I j r I I •I I
I I
STUD /F REQUIRED
TO PROVIDE
• I• I I• I I• I
COUNTERSINK FOR
1 1 I I I I I I
II II II II
HOLDOWN BOLTS
11 �� II II
I I I I I I
HOLDOWN ANCHOR PER
• I' I I• I I• I
11 II II II
II
SCHEDULE
II II II
11 II II II
I I I I I I I
SIMPSON CNW COUPLER
I' I I' I I • I I • I
NUT W/ SIZE TO MATCH
I I I I I I
11 II II II
II II II II
HOLDOWN ANCHORAGE
11 II II II
I I I I I I
PROVIDE SOLID BLKG
I'1 I'I I•I I•I
EQUAL TO WIDTH OF
J 1- I I I I I I
HOLDOWN CHORD ABOVE
-_ _
. LL______
I I I I I I I
II II 11
II II 11
II II 11
-1L--- -_-1
AB SIZE AND SPACING I —III- I I I I
PER PLAN AND SHEAR
11
WALL SCHEDULE, TYP RIM BOARD (�=3 \\
OR BLOCKING /1
TYPICAL SHEAR WALL DETAIL
SCALE: 3/4" = V-0"
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
A. CORNER INTERSECTION
PANEL EDGE NAILING
PER SW SCHEDULE
B. 'T' INTERSECTION
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"
BEAM PE
AND SCI
SIMPSON LTP4
EACH SIDE O
COL PER P
BEAM WIDTH, UNO
PARALLEL TO STUD WALL
CONC STEM
WALL & FTG
NOTES:
1. PANELS SHALL BE 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN
FRAMING WHERE THE MINIMUM PANEL DIMENSION SHALL BE 24".
2. FASTENER PATTERN SHALL BE PER PLAN AND NOTES. MINIMUM SPACING IS
6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE FRAMING, UNO.
7) TYPICAL FL
JOIST FRAMING nrn
PLAN & SCHED(
STUD WALL
FRAMING PER
PLAN & NOTES
COL P
TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1 " = P-0"
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
R/ ROOF SHEATHING DETAIL
0.131'0 x 3" NAILS Cad 12" OC
2 1/4"END STAGGERED FACE NAILING TYPICAL
DISTANCE, TYP FULL LENGTH OF DBL TOP PLATE
TOP CHORD 3" OC
SPLICE SPACING
BOTTOM
(2) ROWS OF (6) 0.131 "Q 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 c OF VERT STUDS
TYPICAL TOP PLATE SPLICE DETAIL
SCALE: 1"= V-0"
OCA AA r)=r) Y7/ AAA
BEAM WIDTH, UNO
PERPENDICULAR TO STUD WALL
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 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.
7) TYPICAL BUILT-UP STUD
3 SCALE: 1 " = 1 '-0"
SIMPSON A35 AT EXT
WALLS WITH SPANS
GREATER THAN 6'
(6) 0.131"0x3"
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
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 REQD AT FACE OF
OPENING
FULL HEIGHT CHORD PER
HOLDOWN SCHED. SISTER
TOGETHER PER TYP
BUILT-UP STUD DETAIL
TYPICAL HEADER DETAIL
SCALE: 1 " = 1 '-0"
LUMN DETAIL
DBL TOP PLATE
PER TYP DETAIL
BEAM/HDR PER PLAN
AND NOTES
JACK STUDS PER PLAN,
NOTES, OR COL SCHEC
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 REQD 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 " = P-0"
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REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY.
JMD
DRAWN BY.-
CAB
CHECKED BY.
CAB
SHEET TITLE:
WOOD FRAMING
DETAILS
RESUB
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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
CONT LSL/LVL RIM OR TRUSS
BLKG
BREAK SHEATHING AT PLATE
SILL PLATE NAILING PER SW
SCHED
NOTES
1. CONTRACTOR MAY SPLICE WALL
SHEATHING AT RIM CENTERLINE
AS AN ALTERNATE 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
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TRUSS PER PLAN BY MFR.
FLOOR SHEATHING &
NAILING PER PLAN NOTES.
2x4 BLKG OR FRAMING
CLIP W/ SPACING PER SW
SCHED
EXTERIOR BEARING WALL DETAIL
SCALE: 1 " = 1 '-0"
CONT LSL/LVL
OR TRUSS RIM
NOTE:
REFER TO INTERIOR BEARING
WALL DETAIL FOR INFORMATION
NOT SPECIFICALLY CALLED OUT.
(4) 10d NAILS
(3) 0.131 "0 x 3"
NAILS EACH END
0 EA BLOCK.
LSL/LVL OR TRUSS
BLOCKING 0 4'-0" OC
MAX
INTERIOR NON —BEARING WALL DETAIL
SCALE. 1 " = 1 '-0"
PT 2x LEDGER TO MATCH DECK
JOIST DEPTH (2x8 MIN). PROVIDE 4"
LEDGERLOK 0 6" OC FOR JOIST
SPANS UP TO 8'-0" & 0 4" OC FOR
JOIST SPANS UP TO 12'-0". STAGGER
SCREWS TOP & BOT W/ 1 3/4" MIN
EDGE DISTANCE
FINISHED SURFACE PER ARCH
PT 2x DECK JOISTS W/ SLOPE
PER PLAN AND SCHED.
NOTES
1. REFER TO TYPICAL STUD WALL DETAILS
FOR INFORMATION NOT SPECIFICALLY
CALLED OUT.
2. REFER TO ARCH DWGS FOR FLASHING,
DECK SURFACE, ETC.
1 1/2" STEP PER ARCH
PRE-MFR TRUSSES AND
TRUSS HANGERS PER
TRUSS MANUFACTURER
(2) PLY FLUSH LVL BEAM
OR GIRDER TRUSS PER
PLAN
CONT LSL/LVL
RIM OR TRUSS
(4) 10d NAILS
(3) 0.131 "O x 3"
NAILS EACH END
C@ EA BLOCK.
LSL/LVL OR TRUSS
BLOCKING 0 4'-0" OC
MAX
EXTERIOR NON —BEARING WALL DETAIL
SCALE: 1 " = V-0"
LENGTH OF NOTCH SHALL
U'
NOT EXCEED 1/3RD THE
O
JOIST DEPTH
0
PRE -DRILL HOLE AT
CORNERS OF NOTCHES.
DO NOT OVERCUT
NOTCH AT END OF
JOISTS SHALL NOT
EXCEED 1/4 THEJOIST
DEPTH. DO NOT NOTCH
WHERE PRACTICABLE.
P
w
MAX HOLE O SHALL NOT
EXCEED 40 % THE STUD
DEPTH (I.E. 2 1/4" FOR 2x6,
1 1/4" FOR 2x4). MINIMIZE
HOLE DIAMETER WHERE
POSSIBLE.
k
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O
OR HOLE O
1/4 OF STUD
WIDTH MAX
t
5/8" MIN CLR
TO EDGE
STUD FRAMING PER PLAN OR
NOTES. SHEATHING & NAILING
PER SW SCHED
PANEL EDGE NAILING PER SW
SCHED TYP 0 SILL & DBL TOP
PLATE
LVL/LSL OR TRUSS BLKG
SILL PLATE NAILING PER
SW SCHED
FULL DEPTH BLKG AT ALL
COLUMNS & HOLDOWN
CHORDS
I
I
SILL PLATE NAILING PER SW TRUSS PER PLAN BY MFR.
SCHED LAP TRUSS FOR FULL BRNG
ON WALL EA TRUSS UNO BY
MFR.
2x4 BLOCKING OR FRAMING
CLIP W/SPACING PER SW
SCHED
INTERIOR BEARING ON BOTH SIDES
MAX HOLE O SHALL NOT
EXCEED 1/3 THE JOIST DEPTH
(I.E. 3" FOR 2x10, 3.75" FOR 2x12).
MINIMIZE HOLE DIAMETER
WHERE POSSIBLE.
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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 " = V-0"
NOTCH RIM AROUND EYEBROW
ROOF FRAMING.
2x4 Cd 48" OC EXTENDED TO TOP
CHORD OF TRUSS. PROVIDE RIPPED
2x STRUCTURAL FASCIA & INFILL W/
2x4 C@ 24" TO MATCH TRUSS TAIL
SPACING AT UPPER ROOF.
16" OVERHANG
NOTES:
1. FOR THE TRUSS PARALLEL TO THE
EXTERIOR WALL CONDITION,
ATTACH THE 2x4 0 48" OC TO THE
TRUSS BLOCKING 0 48" OC.
2. FOR INFORMATION NOT
SPECIFICALLY CALLED OUT, REFER
TO DETAILS 1 & 2 ON THIS SHEET.
(3) 10d NAILS MIN
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INTERIOR BEARING WALL DETAIL
SCALE: 1 " = 1 '-0"
CENTER STRAP AT EDGE
OF WALL
RIM, JOIST, OR ALIGNED
BEAM PER PLAN
NOTE:
REFER TO INTERIOR BEARING
ON BOTH SIDES WALL DETAIL &
INTERIOR NON -BEARING WALL
DETAILS FOR INFORMATION NOT
SPECIFICALLY CALLED OUT.
LSLVL OR
TRUSSSBLKG � (4) 10d NAILS
�\ I
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I
I
�(3)0.131"0x3"
NAILS EACH END
TRUSS PER PLAN BY MFR. EA BLOCK.
LAP TRUSS FOR FULL BRNG
ON WALL UNO BY MFR.
FLOOR SHEATHING PER PLAN
NOTES WITH BOUNDARY
NAILING FULL LENGTH OF
SHEAR WALL & DRAG STRUT
DRAG STRUT BEAM PER PLAN
DRAG STRUT STRAPPER
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"
LSL/LVL OR TRUSS
BLOCKING Caj 4'-0" OC
MAX
INTERIOR BEARING ON ONE SIDE ONLY
INTERIOR BEARING WALL DETAIL
SCALE: 1 " = 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 DWGS & 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.
4. PROVIDE BLOCKING AT SIDE WALLS FOR
ANCHORING HAND RAILS.
FRAMING PER PLAN
2x12 NOTCHED
STRINGER w/2x6
REINFORCEMENT —
0 0�
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STRINGER 0 LOWER LANDING
2x12 NOTCHED STRINGER
W/2x6 REINFORCEMENT
& 8' MAX SPAN
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 Cd 6" OC AS SHOWN
FTG PER PLAN
TREADS PER ARCH.
USE 1 1/8" PLYWOOD
TREAD UNO.
L 2x BLKG C EA STRINGER I v I I v V
AT LANDINGS. ADD (3) 10d 16" OC MAX
NAILS EA SIDE LINO ON PLANS
SIMPSON LSSU210-2 EA STRINGER STRINGER WI(3) 10d
TYP EA SIDE OF MID -SPAN BEAM EA STUD AT WALLS.
WHERE APPLICABLE
STRINGER 0a BEAM OR LANDING STRINGER SECTION
TYPICAL STAIR DETAILS
SCALE: 1 " = 1 '-0"
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051151202(
REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT RESUBMITTAL
PROJECT NO.:
19054.01
DESIGNED BY:
JMD
DRAWN BY.
CAB
CHECKED BY:
CAB
SHEET TITLE:
WOOD FRAMING
DETAILS
DECK DETAIL
SCALE: 1 " = V-0"
EYEBROW ROOF SECTION
101 SCALE: 1 " = 1 '-0"
RESUB
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET NO.:
S4.2
2x4 BLKG W/ SILL PLATE
NAILING OR FRAMING
DIAPHRAGM BOUNDARY CLIP PER SW SCHED
NAILING PER PLAN NOTES.
PROVIDE 8d C 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
I
SW SCHED TYP AT DBL
�
PRE-MFR ROOF TRUSS
TOP PLATE
PER PLAN WITH (3) 10d
TOE NAILS TO TOP
SILL PLATE NAILING PER
PLATE. ROOF
SW SCHED
SHEATHING & NAILING
PER PLAN NOTES.
STUD FRAMING PER PLAN
OR NOTES. SHEATHING &
SIMPSON TIE AT EACH
NAILING PER SW SCHED
END OF TRUSS PER
PLAN NOTES.
TRUSS BEARING
WALL DETAIL
" '-O"
SCALE: 1 = 1
SHEATHING PER SHEAR
WALL SCHEDULE. PROVIDE
8d C 6" OC NAILING IF
NON-SHEARWALL
ROOF SHEATHING AND
NAILING PER PLAN NOTES
(2) 16d 0 12" OC TOP
& BOTTOM CHORD
ROOF STEP SECTION
SCALE: 1"= 1'-O"
DIAPHRAGM BOUNDARY
NAILING PER PLAN NOTES
2x4 OUTRIGGER 0 24" OC
(24" MAX OVERHANG UNO).
PLACE VERT OR HORIZ
PER ARCH DWGS. PROVIDE
HANGER AT BACKSPAN
GABLE END TRUSS W/A
MIN 2x6 TOP CHORD.
PROVIDE ADDITIONAL
MID -HT BRACING WHERE
READ BY MFR
2x4 BLKG W/ SILL PLATE
NAILING OR FRAMING CLIP
PER SW SCHED
PANEL EDGE NAILING PER
SW SCHED TYP AT DBL
TOP PLATE AND AT TOP
CHORD OF GABLE TRUSS
STUD FRAMING PER PLAN
OR NOTES. SHEATHING &
NAILING PER SW SCHED.
EXTEND SHEATHING FULL
HEIGHT OF GABLE TRUSS
PRE-MFR ROOF TRUSS PER
PLAN. ROOF SHEATHING &
NAILING PER PLAN NOTES.
e� e
GABLE END DETAIL
F
8d Ca 4" OC EA BLOCK
ADD (2) 16d TO TRUSS
FRAMING (a 8' OC
2x6 DIAGONAL BRACE AT
4'-0" OC W/ (4) 1Od FACE
NAILS EA END. ADD 2x4
FLAT BRACE ON TOP W/
IOd Cr 8" OC IF SPAN
EXCEEDS 6'.
2x BLKG 0 4' OC AT TOP &
BOT OF EACH BRACE W/
DEPTH TO MATCH TRUSS
CHORDS. PROVIDE A35
FRAMING CLIP TO WALL
DBL TOP PL.
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
UNO 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
SCALE: 1 " = 1 '-O" k `--' / SCALE: 1 " = 1 '-O"
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
EXTENT OF HEADER WITH (2) PORTAL FRAMES
EXTENT OF HEADER WITH (1) PORTAL FRAME
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2'- 18' ROUGH OPENING WIDTH
ROOF SHEATHING AND NAILING PER PLAN NOTES.
FOR SINGLE OR DOUBLE PORTAL FRAME
PROVIDE DIAPHRAGM BOUNDARY NAILING INTO
TRUSS BLKG FOR EXTENT OF SHEAR WALL
— —
BELOW USE 8d Ci 6" OC MIN UNO IN PLAN NOTES.
PRE-MFR FULL DEPTH TRUSS BLKG FOR EXTENT
:E m
� �
OF PERPENDICULAR SHEAR WALL BELOW. DESIGN
....
4x12 DF#2 MIN HEADER SIZE
, , , ,
°
BLKG FOR 242 PLF IN -PLANE SHEAR TRANSFERRED
(REFER TO FRAMING PLANS)
°
FROM ROOF SHEATHING TO SHEAR WALL BELOW.
£�•
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FASTEN SHEATHING TO HEADER WITH
I I
=
0.131 "O x 2 1/2" NAILS AT 3" OC GRID
I16
2x6 BLOCKING
=
PATTERN AS SHOWN
SLOPED TO MATCH °
LOWER ROOF °
—I
�
MINIMUM MST 27 STRAP FROM HEADER TO JACK
I I
i
PROFILE
SILL PLATE NAILING
�
2
STUD ON EACH SIDE OF OPENING ON THE
I
PER SW SCHED
Q
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OPPOSITE SIDE OF THE SHEATHING (INSIDE FACE)
O
=
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MIN DOUBLE 2x STUD FRAMING WITH 7/16" APA RATED
g
SHEATHING WITH 0.131 "O x 2 1/2" NAILS AT 3" OC IN
I I
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ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP
I I
I I
MIN LENGTH OF
I I
WALL PANEL PER PLAN
I
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SIMPSON STHD14 STRAP HOLDOWN
P1
EACH END OF EACH WALL PANEL.
INI
41
h
BAR NT TOP & BOT OF FOOTING
I"I
GABLE BRACING PER
PRE-MFR ROOF TRUSS PER PLAN WITH (3) 10d TOE
UNO ON FOUNDATION PLAN
U O U T
TYPICAL DETAIL OR PER
PANEL EDGE NAILING
NAILS TO TOP PLATE.
I I I
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MFR
PER SW SCHED TYP
AT DBL TOP PLATE
2x4 BLKG W/ SILL PLATE NAILING OR
_'- ��
_ _ _ _ _ — __
—--------= — ----; ---=--
---- e °
WALL BELOW WHERE
FRAMING CLIP PER SW SCHED
APPLICABLE
MIN FOOTING SIZE IS 16" WIDE x 12" DEEP. A 12"
STUD FRAMING PER PLAN OR NOTES. SHEATHING
WIDE TURNED -DOWN SLAB IS PERMITTED AT
& NAILING PER SW SCHED
THE DOOR OPENING.
MIN (1) 5/8"0 ANCHOR BOLT WITH 3 GA x
3" x 4 1/2" PLATE WASHER WITHIN 1/2" OF
SHEATHING.
TYPICAL TRUSS BLOCKING DETAIL
SCALE: NTS
PORTAL FRAME DETAIL
SCALE: NTS
1Od Ca 8" OC, TYP
PRE-MFR TRUSS PER PLAN.
TOP CHORD ONLY SHOWN FOR
CLARITY. ROOF SHEATHING &
NAILING PER PLAN NOTES.
2x CONT BLKG TO MATCH
DEPTH OF TOP CHORD Cd
RIDGE
PRE-MFR TRUSS OVER
FRAMING 0 24" OC
2x4 CONTINOUS NAILER Ca
24" OC W/ (2) 16d INTO EA
TRUSS
TRUSS OVERFRAMING DETAIL
SCALE: 1 " = 1 '-O"
MINIMUM MST 27 STRAP FROM
HEADER TO JACK STUD STRAP ON
EACH SIDE OF OPENING ON THE
OPPOSITE SIDE OF THE SHEATHING
(INSIDE FACE)
FASTEN TOP PLATE TO
HEADER WITH (2) ROWS OF 16d
SINKER NAILS AT 3" OC, TYP
MIN 7/16"APA RATED
SHEATHING
IF NEEDED, SHEATHING PANEL
EDGES SHALL OCCUR OVER AND BE
NAILED TO COMMON BLOCKING
WITHIN THE MIDDLE 24" OF THE
PORTAL HEIGHT. (1) ROW OF 3" OC
NAILING IS REQD IN EACH PANEL
EDGE.
TYPICAL PORTAL FRAME
CONSTRUCTION
MIN DOUBLE 2x4 STUD FRAMING UNO
ON THE FRAMING PLANS.
SIMPSON LSTHD8 STRAP
HOLDOWN ON OPPOSITE SIDE
OF SINGLE PORTAL FRAME
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W 151202(
REV.
DATE
DESCRIPTION
0
01127120
PERMIT SUBMITTAL
1
05115120
PERMIT RESUBMITTAL
7
—
PROJECT NO.:
19054.01
DESIGNED BY:
JMD
DRAWN BY:
CAB
CHECKED BY:
CAB
SHEET TITLE. -
WOOD FRAMING
DETAILS
RESUB
Jun 15 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SHEET NO.:
S4.3