RVWD BLD BLD2024-1278+Structural_PLANS+9.27.2024_12.23.02_PM+4528589STRUCTURAL NOTES
O GI
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2021 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF 15 PSF
FLOOR 15 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
RESIDENTIAL 40 PSF
DECK 60 PSF
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
SITE CLASS
D (DEFAULT)
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
1.293
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.456
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
1.034
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.561
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR (IE)
1.0
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
WOOD SHEATHED SHEAR WALLS
RESPONSE MODIFICATION FACTOR, (R)
6.5
REDUNDANCY FACTOR (p)
1.0
SEISMIC RESPONSE COEFFICIENT (CS)
0.159
W = TOTAL SEISMIC DEAD LO�D AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
DS
R I
BASE SHEAR (V), V = CSW = W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST)
97 MPH
EXPOSURE
B
KZT
1.35
SEE PLANS FOR ADDITIONAL DESIGN LOADS.
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC.
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
SOILS
FOUNDATION BEARING CAPACITY VERIFICATION
X
NOTE:
ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
DEFERRED APPROVAL ITEMS
SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR
ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS
HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN
OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND
SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. DEFERRED SUBMITTALS SHALL BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT.
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FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 1500 PSF (ASSUMED)
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
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 (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557.
BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
ARCHITECTURAL SPECIFICATIONS.
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER.
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
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ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
f'c*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
STRUCTURAL SLAB
3000 PSI
0.50
5 1/2 SACK
N/A
GRADE BEAM
3000 PSI
0.50
5 1/2 SACK
N/A
WALLS
3000 PSI
0.50
5 1/2 SACK
N/A
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
*PROVIDE Pc SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
f'c = 2500 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER
BARS
ALL BARS
TOP BARS
OTHER
BARS
ALL BARS
#3
24
18
9
30
23
12
#4
31
24
12
41
31
15
#5
39
30
15
51
39
19
#6
47
36
18
61
47
23
#7
68
53
21
89
68
27
#8
1 78
60
24
102
78
30
NOTE:
1. ALL LENGTHS ARE IN INCHES.
2. ALL LAP SPLICES ARE CLASS B.
3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:
3"
CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 BARS AND LARGER
2"
#5 BARS AND SMALLER
1 1/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS
3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS
1 1/2"
CONCRETE GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE
ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
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.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH
CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF T-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE
AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
-
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
875
-
4x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
#2
850
-
ALL POSTS AND TIMBERS
DOUG-FIR
#1
1200
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.2 NAILING
SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
NAIL
SHANK 0
MIN LENGTH
8d COMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 1/4" SHANK
16d COMMON
0.1620
3 1/2" SHANK
10d BOX NAILS 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 THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 12.1.4.2.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
(MINIMUM) AS MEMBERS CONNECTED.
GALVANIZATION
UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
ACCORDING TO THE FOLLOWING TABLE:
GALVANIZATION
UNTREATED
WOOD
CCA-C
SBX
ACQ-C
ACQ-D
CBA-A
CA-B
OTHER
BORATE
ACZA
OTHER PT
WOOD
G90
X
X
X
G185
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT300
X
X
X
X
X
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
RATED SHEATHING
RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
IN CONFORMANCE WITH IBC STANDARD 2303.1.5.
TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS
FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT
NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A
STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME,
PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS
SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fv (PSI
Fc (PSI)
BEAMS & POSTS (d < 9 1/2")
LSL
1.3E
1,700
425
1,835
RIMS & BEAMS (d >_ 9 1/2")
LSL
1.55E
2,325
310
-
BEAMS & POSTS
LVL
2.0E
2,600
285
2,510
POSTS (d < 9 1/2")
PSL
1.8E
2,400
190
2,500
BEAMS (d >_ 9 1/2")
PSL
2.0E
2,900
290
-
TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS.
UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER
MANUFACTURER'S RECOMMENDATIONS.
GLUE -LAMINATED TIMBER
GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
FOLLOWING MINIMUM STANDARDS:
SPAN
COMBINATION
Fb
SIMPLE SPAN BEAMS
24F-V4
2400 PSI
CANTILEVER OR MULTI -SPAN BEAMS
24F-V8
2400 PSI
TYPICAL FRAMING NOTES
1. BEARING WALL FRAMING
2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO
REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
CALLED OUT OTHERWISE SHALL BE TWO STUDS.
2. WALL BASE PLATE ON CONCRETE
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER
ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT
6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND
PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO
SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE
WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3"
POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES.
3. ROOF AND FLOOR FRAMING
PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM
UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLYTO UNDERSIDE OF
FRAMING. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE
INDICATED ON PLANS AND DETAILS.
4. DIAPHRAGM NAILING
ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
5. ALLOWABLE STUD AND PLATE PENETRATIONS
CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
6. GYPSUM WALLBOARD NAILING
ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED
OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE
WALL.
EXISTING BUILDING
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
GENERAL
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND
CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE
PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE
PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER
OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
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 ARCHITECT AND THE STRUCTURAL
ENGINEER.
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REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
ENGINES RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN:
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DRAWN:
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CHECK:
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JOB NO: 24292.10
DATE:
09/1 8/24
RECEIVED
Sep 30 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1278
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STRUCTURAL NOTES
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(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
LEGEND
DEFINITION
SYMBOL DEFINITION
NATIVE SOIL==�=�=�
SYMBOL
DIRECTION OF
FRAMING
— — — — —
EXTENT OF
10
FRAMING
GRANULAR FILL
COLUMNS
STRUCTURAL STEEL
P
COLUMN BEARING
RATED SHEATHING
ON BEAM
BEAM CONTINUOUS
tb SHEAR WALL
OVER SUPPORT
SWX
(SEE SCHEDULE)
COLUMN MARK
CONCRETE WALL
(SEE SCHEDULE)
BEARING STUD
FOOTING MARK
WALL
(SEE SCHEDULE) O
HOLDOWN MARK
NON -BEARING
STUD WALL
(SEE SCHEDULE)
BEARING STUD
HANGER MARK
O
SHEAR WALL
(SEE SCHEDULE)
NON -BEARING
FLAG NOTE
STUD SHEAR WALL
(SEE PLAN NOTES)
STEEL MOMENT
CMU WALL
FRAME CONN.
P,V�
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
HORIZ
HORIZONTAL
AB
KIP
KING POST
ALT ALTERNATE
ARCH ARCHITECT
KSI
KIPS PER SQUARE INCH
MECHANICAL
MECH
(B)
BELOW
MF
MOMENT FRAME
BLKG
BLOCKING
NS
NEAR SIDE
BM
BEAM
OC
ON CENTER
BOT
BOTTOM
OPP
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
BTWN
BETWEEN
PL
CJP
COMPLETE JOINT PENETRATION
PLCS
CLR
CLEAR
PSI
CMU
CONCRETE MASONRY UNIT
PSF
POUNDS PER SQUARE FOOT
COL
COLUMN
P/T
POST TENSIONED
CONIC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
CONT
CONTINUOUS
REQ'D
REQUIRED
DBL
DIET
DOUBLE
DETAIL
SCHED SCHEDULE
SIM SIMILAR
DIM
DIMENSION
SOG
SLAB ON GRADE
EA
EACH
STD
STANDARD
ELEV
ELEVATION
SW
SHEAR WALL
EXIST
EXISTING
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
TOP OF WALL
FLR
FLOOR
TOW
FDN
FOUNDATION
FOOTING
TYP
TYPICAL
FTG
UNO
UNLESS NOTED OTHERWISE
FS
FAR SIDE
FULL HEIGHT
GLUE -LAMINATED BEAM
VFY
VERIFY
FH
VIF
VERIFY IN FIELD
GLB
VERT
VERTICAL
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250 4TH AVE. S., SUITE 200
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JOB NO: 24292.10
DATE: 09/1 8/24
RECEIVED
Sep 30 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1278
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SCALE: 1/4" = V-0"
2'-0" 0 2'-0"
FOUNDATION PLAN NOTES:
1. REFER TO SHEETS S4.1 FOR FOUNDATION DETAILS.
2. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE.
3. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
4. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO
SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
5. HOLDOWNS ARE SHOWN ON THE FRAMING PLANS. REFER TO HOLDOWN SCHEDULE ON SHEET S3.1
FOR HOLDOWN TYPES AND FRAMING PLANS FOR HOLDOWN ANCHOR BOLT LOCATIONS.
6. REFER TO FRAMING PLANS AND SHEAR WALL SCHEDULE ON SHEET S3.1 FOR LOCATION OF SHEAR
WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES.
7. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS
WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
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WEST EXTERIOR WALLS AT THIS LEVEL
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CS16 STRAP ON TOP OF
SHEATHING INTO 4x BLKG AT EA
SIDE W/ (26) 8d COMMON NAILS
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EXIST FLOOR JOISTS
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
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SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" Z
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DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 12" OC AT INTERMEDIATE FRAMING. DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR
REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d
COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. W
3. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. I-_
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3. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE Q
4. UNLESS NOTED OTHERWISE, ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. FOUNDATION UNLESS CARRIED BY A BEAM BELOW. PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW 0 m
ALL COLUMNS. 0
5. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. V
4. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. Q
HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. Q
5. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. EXTERIOR
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) KING STUD.
6. UNLESS NOTED OTHERWISE, ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC.
7. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
8. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A
DOOR OR WINDOW HEADER.
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JOB NO: 24292.10
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Sep 30 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1278
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TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
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SHEATHING AND NAILING
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ENGINEERING
250 4TH AVE. S., SUITE 200
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PHONE (425) 778-8500
FAX (425) 778-5536
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DEPARTMENT
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NOTES:
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2. FOR SHEAR WALLS WHERE NO HOLDOWNS
ARE SPECIFIED THE FIRST AB SHALL BE
LOCATED NOT MORE THAN V-0" AND NOT
LESS THAN (7) BOLT DIAMETERS FROM END
OF WALL.
TYPICAL SHEAR WALL DETAIL
SCALE: 3/4" = 1'-0"
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II II II i1 11�
II II II
II II II II 111
II II II II 111
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II II II II
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II II II
II II
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II II II
II II II
II II II
II II II
II II II
1.1 ICI ICI
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11 II II
II II II
II II II
II II II
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II II II
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AB SIZE AND SPACING
PER PLAN AND SHEAR
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EDGE NAILING PER PLAN
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SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
(2) ROWS OF 0.131" 0 x 3"
NAILS @ 9" OC
STUD WALL PER
FRAMING PLAN
NOTES, TYP
PANEL EDGE NAILING
PER SHEAR WALL
SCHEDULE, TYP
PANEL EDGE NAILING INTO
HOLDOWN CHORDS, TYP
INTERMEDIATE
NAILING @ 12" OC
SHEATHING PER PLAN AND
SHEAR WALL SCHEDULE
HOLDOWN CHORD PER
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
ADDITIONAL END STUD
IF REQUIRED TO
PROVIDE COUNTERSINK
FOR HOLDOWN BOLTS
HOLDOWN ANCHORAGE
PER PLAN AND SCHEDULE
SIMPSON CNW COUPLER 1/2" TO
NUT W/ SIZE TO MATCH SHEATHED EDGE
HOLDOWN ANCHORAGE
PANELEDGE
NAILING PER SHEAR
WALL SCHED
CONTINUE HOLDOWN
CHORD TO FOUNDATION
CONCRETE STEM WALL
CONCRETE FOOTING
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION B.'T' INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
SCALE: 1" = V-0"
PLATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 1 1/2" = V-0"
2x6 STUD @ 2x4 CROSS WALL
2x8 STUD @ 2x6 CROSS WALL
EDGE NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
STUD WALL PER FRAMING
PLAN NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
NOTE:
STAGGER SHEATHING AS SHOWN.
INTERMEDIATE
FRAMING MEMBERS
SHEATHING
PANEL, TYP
II II I
II ,
2x OR 3x BLOCKING ONLY IF
BLOCKED DIAPHRAGM IS SPECIFIED
FRAMING MEMBERS
W/ SPACING PER PLAN
CONTINUOUS
PANEL EDGES
II II I I II
II I I II II
SUPPORTED
PANEL EDGES
II II I II II II II
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DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
(2) ROWS OF (8) 0.131" 0 x 3"
2 1/4" END NAILS @ 3" OC EA SIDE OF
ILIDISTANCE, TYP SPLICE AND (2) @ 9" OC
ELSEWHERE W/ 1 1/2" EDGE
DISTANCE 3" OC
SPACING
TOPCHORD
SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM
TO INSTALL THE SPECIFIED 0.131" 0 CHORD
SPLICE NAILS, THE CONTRACTOR SHALL SPLICE
INSTALL SIMPSON CS20 STRAPS EA SIDE
OF WALL AT SPLICE. INSTALL EA STRAP
W/ (12) 10d AT EA END. WHERE BOTH
PLATES ARE CUT, INSTALL CS20 STRAPS
AT EA PLATE AND EA SIDE OF THE WALL. J11"
6'-0" MIN BETWEEN SPLICES
SPLICES TO OCCUR AT
CENTER OF VERTICAL STUDS
TOP CHORD SPLICE BOTTOM CHORD SPLICE
TYPICAL TOP PLATE SPLICE DETAIL
4 SCALE:
NOTE:
SUPPORTS AT SOLID
POSTS S I M
BEAM PER F
AND SCHEE
SIMPSON LTP2
A35 FRAN
ANCHOR EACH.
OF BI
SOLID OR MULT
STUD COLUMN PER F,_
BEAM PARALLEL TO STUD WALL
WIDTH,
MIN UNO
BEAM PER PLAN
AND SCHEDULE
SIMPSON A35 EACH
SIDE OF BEAM
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ADJACENT NAILS IN A
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OPPOSITE SIDES, TYP
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ROW OF NAILS STAGGERED EA SIDE
WITH 1 1/2" EDGE DISTANCE. FOR
2x6 STUDS, PROVIDE (2) ROWS OF
NAILS SPACED AT 2 1/2" W/ 1 1/2"
EDGE DISTANCE
9" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
0.131"0 x 3" NAILS, TYP
(5) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE: 1" = 1'-0"
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6' SPAN)
JOIST DIRECTION
PER PLAN
STUD WALL
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TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1" = V-0"
STUD
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TYPICAL STUDS
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
AT HOLDOWNS: PROVIDE FULL HT CRIPPLE STUDS PER PLAN
HOLDOWN CHORDS PER HD SCHED. AND COLUMN SCHEDULE
OTHERWISE: (1) 2x FULL HT OR STRUCTURAL NOTES
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
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WHERE POSSIBLE
JOIST DIRECTION
PER PLAN
FILL JOIST SPACE WITH FULL
DEPTH BLOCKING TO
MATCH DIMENSIONS OF
STUD COLUMN ABOVE
TYPICAL STRAP HOLDOWN DETAIL
SCALE: 1" = V-0"
ENGINES RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: BTJ
DRAWN: JEG
CHECK: JGG
JOB NO: 24292.10
DATE: 09/1 8/24
RECEIVED
Sep 30 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1278
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BREAK SHEATHING
AT PLATE UNO _
PANEL EDGE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
NOTE:
NON -SHEAR WALL
NAILING SHALL BE PER
IBC TABLE 2304.9
A. TYPICAL FRAMING
STUD WALL PER
FRAMING PLAN NOTES
SILL PLATE NAILING PER PLAN
AND SHEAR WALL SCHEDULE
OR STRUCTURAL NOTES
SHEATHING AND
NAILING PER PLAN
WOOD JOISTS PER PLAN AND
SCHEDULE
2x4 BLOCKING AT SHEAR WALLS
ONLY
SHEATHING AND NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
2x CONTINUOUS RIM
BREAK SHEATHING AT
RIM AND PROVIDE PANEL
NAILING EA SIDE OF
JOINT PER SW SCHED
PANEL EDGE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
STUD WALL PER
FRAMING PLAN NOTES
SILL PLATE NAILING PER PLAN
AND SHEAR WALL SCHEDULE
OR STRUCTURAL NOTES
SHEATHING AND
NAILING PER PLAN
JOISTS PER PLAN
AND SCHEDULE
B. ALTERNATIVE SHEAR WALL FRAMING
SHEATHING AND NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
TYPICAL STUD WALL FRAMING DETAIL - EXTERIOR WALL PERPENDICULAR TO JOISTS
SCALE: 1" = V-0"
BREAK SHEATHING \
AT PLATE UNO
2x CONTINUOUS RIM
SIMPSON LTP4 OR A35
FRAMING ANCHOR PER
SW SCHED.
(CONTRACTOR OPTION)
BREAK SHEATHING
AT PLATE UNO
PANEL EDGE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
(4) 0.148" x 3"
NAILS TOP & BOT III I
II II
II II
DBL 2x BLKG
STUD WALL PER
FRAMING PLAN NOTES
SILL PLATE NAILING PER PLAN
AND SHEAR WALL SCHEDULE
OR STRUCTURAL NOTES
SHEATHING AND
NAILING PER PLAN
WOOD JOISTS PER PLAN AND
SCHEDULE
C. ALTERNATIVE SHEAR WALL FRAMING
2x6 HF PARAPET STUDS
@ 24" OC SISTERED TO
EXIST JOISTS
SHEATHING & NAILING PER
PLAN AND SHEAR WALL
SCHED OR STRUCTURAL
NOTES
SILL PLATE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
2x BLKG
2x FULL DEPTH BLKG
SILL PLATE NAILING PER
SHEAR WALL SCHEDULE
PER ARCH
TYPICAL STUD WALL FRAMING DETAIL
SCALE: 1" = V-0"
ENGINES RING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
STUD WALL PER FLOOR DIAPHRAGM
FRAMING PLAN NOTES BOUNDARY EDGE NAILING
SHEATHING AND 2x FULL
NAILING PER PLAN DEPTH BLKG
AND SHEAR WALL SILL PLATE NAILING
SCHEDULE OR PER PLAN AND SHEAR SHEATHING AND
STRUCTURAL NOTES WALL SCHEDULE OR NAILING PER PLAN
STRUCTURAL NOTES
10d NAILS @ 6" OC
DBL RIM PER PLAN
ml
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INVERTED LUS
HANGER EA JOIST
SILL PLATE NAILING PER
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SIMPSON H2.5A
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2x4 BLOCKING
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EXIST BEAM
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PER PLAN
TYPICAL STUD
WALL FRAMING DETAIL
SCALE: 1" = V-0"
STUD WALL PER
FRAMING PLAN NOTES
SILL PLATE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
SHEATHING AND
NAILING PER PLAN
SIMPSON H2.5A
TIE EACH JOIST
2x4 BLOCKING
EXIST BEAM
PER PLAN
EX
SECTION
SCALE: 1" = V-0"
STUD WALL PER
FRAMING PLAN NOTES
SILL PLATE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
EXIST SHEATHING
EXIST JOIST
PER PLAN
JOIST PER PLAN W/ (2) 1/4" 0 x
3 1/2" SDS SCREWS @ 12" OC
EXIST WOOD STUD WALL
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DESIGN: BTJ
DRAWN: JEG
CHECK: JGG
JOB NO: 24292.10
DATE: 09/18/24
RECEIVED
Sep 30 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1278
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DIAPHRAGM BOUNDARY
NAILING PER ROOF
FRAMING PLAN NOTES
FULL DEPTH BLKG RIPPED
TO MATCH SLOPE OF ROOF
PROVIDE BOUNDARY
NAILING AT TOP PLATE PER
SHEAR WALL SCHEDULE
SHEATHING AND NAILING
PER PLAN AND SHEAR
WALL SCHEDULE
ROOF SHEATHING AND
NAILING PER ROOF
FRAMING PLAN NOTES
ROOF RAFTERS
PER PLAN
2x4 BLKG W/ SILL PL
NAILING PER SHEAR
WALL SCHED
SIMPSON H2.5A TIE
STUD WALL FRAMING
PER PLAN NOTES
TYPICAL RAFTER SUPPORT DETAIL
SCALE: 1" = V-0"
DIAPHRAGM BOUNDARY
NAILING PER ROOF
FRAMING PLAN NOTES
2x4 FLAT OUTLOOKER
@ 24" OC, 24" MAX
OVERHANG
2x FULL DEPTH RIM.
NOTCH AT OUTLOOKERS
2x FULL DEPTH BLKG
@ 4'-0" OC
SHEATHING PER PLAN &
SHEAR WALL SCHEDULE
SIMPSON A35
CLIPS @ 24" OC
(4) 10d NAILS @ BLKG
ROOF SHEATHING &
NAILING PER ROOF
FRAMING PLAN NOTES
ROOF JOIST
PER PLAN
(3) 10d NAILS
EA END
A34 CLIP EA BLOCK
FULL -HEIGHT STUD WALL
PER PLAN & NOTES
ROOF RAFTER CONNECTION (NON -BEARING'
SCALE: 1" = V-0"
ROOF VENTILATION
Plr ll A Il l`1 I
SECTION AT ROOF RIDGE BEAM
SCALE: 1" = 1'-0"
NOTCH BLKG FOR
VENTILATION PER ARCH
DIAPHRAGM BOUNDARY
NAILING PER ROOF
FRAMING PLAN NOTES
NOTCH RAFTER
AT OUTLOOKER
(2" MIN DEPTH)
FULL DEPTH BLKG RIPPED
TO MATCH SLOPE OF ROOF
ROOF SHEATHING AND
NAILING PER ROOF
FRAMING PLAN NOTES
LPT4 @ 24" OC
ROOF RAFTERS
PER PLAN
SIMPSON HU
FACEMOUNT HANGER
W/ SLOPED SEAT
BEAM PER PLAN
TYPICAL RAFTER SUPPORT DETAIL
SCALE: 1" = V-0"
SHEATHING AND NAILING PER
ROOF FRAMING PLAN NOTES
2x6 HF LEDGER W/ (2) 0.162" x
3 1/2" NAILS @ 12" OC INTO BLKG
PROVIDED BETWEEN STUDS
ROOF RAFTER
PER PLAN
EXIST WOOD STUD
WALL PER PLAN
2x6 HF BLKG SLOPED
TO MATCH LOWER
ROOF PROFILE
RAFTER DETAIL AT LOWER ROOF
SCALE: 1" = V-0"
ENGINES RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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JOB NO: 24292.10
DATE:
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RECEIVED
Sep 30 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2024-1278
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