REVIEWED BLD BLD2021-1002+Structural_Plans+7.20.2021_12.41.14_AM+2309798STRUCTURAL NOTES
(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), 2018 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DEAD LOADS:
ROOF 12 PSF
FLOOR 12 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
RESIDENTIAL 40 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
SITE CLASS (ASSUMED)
D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
1.282
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.450
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
0.855
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.555
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR (IF)
1.0
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
PLYWOOD SHEARWALLS
RESPONSE MODIFICATION FACTOR, (R)
6.5
REDUNDANCY FACTOR (p)
1.0
SEISMIC RESPONSE COEFFICIENT (CS)
0.131
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2.
BASE SHEAR (V), V = CSW = RD I W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 97 MPH
EXPOSURE B
KzT 1.0
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 CHAPTER 1704.4 OF THE IBC.
SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW.
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.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT:
REPORT NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
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.
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)
SLEEPERS
DOUG-FIR
STUD
700
-
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
T #1
i 1200
j 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.
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
2.2E
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
MANUFACTURES RECOMMENDATIONS.
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 2304.10.1 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
G 185
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.
TYPICAL FRAMING NOTES
Im:j:_1ilk] 1►141TIT&IImaM-Al 11►10
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 WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM
EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'4" OC FOR BEARING WALLS AND OTHER
PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
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.
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 8'4' OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF
FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN.
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.
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
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING.
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 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.
DEFINITION
DIRECTION OF
FRAMING
EXTENT OF
FRAMING
COLUMNS
COLUMN BEARING
ON BEAM
BEAM CONTINUOUS
OVERSUPPORT
CONCRETE WALL
BEARING STUD
WALL
NON -BEARING
STUD WALL
BEARING STUD
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
CMU WALL
STRUCTURAL STEEL
RATED SHEATHING
SHEAR WALL
(SEE SCHEDULE) SWX
COLUMN MARK
(SEE SCHEDULE)
FOOTING MARK
(SEE SCHEDULE)
HOLDOWN MARK
(SEE SCHEDULE)
HANGER MARK
(SEE SCHEDULE)
FLAG NOTE
(SEE PLAN NOTES)
STEEL MOMENT
FRAME CONN.
ABBREVIATIONS
(A) ABOVE
AB ANCHOR BOLT
ALT ALTERNATE
GLB GLUE -LAMINATED BEAM
HORIZ HORIZONTAL
KIP
KING POST
KIPS PER SQUARE INCH
ARCH
ARCHITECT
KSI
(B)
BELOW
BAR DIAMETER
BLOCKING
BEAM
L
ANGLE
MECHANICAL
MOMENT FRAME
METAL
NEAR SIDE
ON CENTER
BD
BLKG
BM
MECH
MF
MTL
BOT
BOTTOM
BEARING
NS
BRNG
OC
BTWN
BETWEEN
COMPLETE JOINT PENETRATION
OPP
OPPOSITE
CJP
PL
PLATE
CLR
CLEAR
PLCS
PLACES
CMU
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
POST TENSIONED
PRESSURE TREATED
CONC
CONCRETE
P/T
CONN
CONNECTION
PT
CONT
CONTINUOUS
REINF REINFORCING
REQ'D REQUIRED
SCHED SCHEDULE
SIM SIMILAR
SOG SLAB ON GRADE
STD STANDARD
COORD
COORDINATE
DBL DOUBLE
DIET DETAIL
DIA
DIAMETER
DIM
DIMENSION
DIR
DIRECTION
STIFF
STIFFENER
EA
EACH
ELEVATION
STL STEEL
SYMM SYMMETRICAL
SW SHEARWALL
TOC TOP OF CONCRETE
ELEV
ES
EACH SIDE
EX
EXISTING
EXP
EXPANSION
FLOOR
TOS
TOP OF STEEL
FLR
TOW
TOP OF WALL
FDN FOUNDATION
FTG FOOTING
FS FAR SIDE
GC GENERAL CONTRACTOR
TYP
TYPICAL
UNLESS NOTED OTHERWISE
LINO
VERT
VERTICAL
WIDE FLANGE
WF
REVIEWED
BY
CITY OF EDMONDS
' .... BUILDING DEPARTMENT.....:
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
X 02121
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DESIGN: RMK
DRAWN: JCP
CHECK: XXX
JOB NO: 20436.10
DATE: 04/02/21
RECEIVED
Jul 27 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1002
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MAIN FLOOR FRAMING & FOUNDATION PLAN
SCALE: 1/4" = V-0"
FRAMING PLAN NOTES:
2'-0"
2'-0"
4'-0"
ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL ROOF FRAMING PLAN NOTES:
2'-0" 0 2'-0"
ENGINEERING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
04/02/21
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DRAWN: JCP
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JOB NO: 20436.10
DATE: 04/02/21
4'-0"
1.
CONTRACTOR SHALL VERIFY ALL EXIST FRAMING SHOWN AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
1.
WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. HOLDOWNS SHALL BE
RECEIVED
PLACED AT THE BASE OF THE WALLS SHOWN.
2.
FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
Jul 27 2021
2.
BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR
3.
COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION
OR WINDOW HEADER.
CITY OFEDMONDS
DEVELOPMENT SERVICES
UNLESS CARRIED BY A BEAM BELOW.
DEPARTMENT
3.
CONTRACTOR TO VERIFY ALL EXIST FRAMING SHOWN AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
4.
WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED.
4.
UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 4x8 HF#2 WHERE MAXIMUM
5.
TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 DF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
SPAN = 5'-5".
BLD2021-1002
STUD AND (1) FULL HEIGHT STUD.
5.
STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
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6.
COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS.
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6.
REFER TO SHEET S6.1 FOR TYPICAL ROOF FRAMING DETAILS.
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7.
UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC.
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7.
REFER TO DETAIL 2/55.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
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SHEAR WALL SCHEDULE
MIN FRAMING AT
SHEAR WALL
RIM JOIST OR
SILL PLATE
SILL PLATE ANCHOR
SHEAR
TYPE
APA-RATED
ADJOINING PANEL
NAILING
BLOCK CONN TO
NAILING TO
BOLT TO SLAB OR
FOUNDATION
CAPACITY
SHEATHING
EDGES (SEE NOTE 5)
AT PANEL EDGES
TOP PLATE
RIM/BLKG
FOUNDATION
SILL PLATE SIZE
(PLF)
BELOW
SW6
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB @ 5'-0" OC
2x
242
ONE SIDE
AND BLKG
@ 6" OC
@ 24" OC
6" OC
SW4
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"�4 x 3" @
5/8" 0 AB @ 4'-0" OC
2x
350
ONE SIDE
AND BLKG
@ 4" OC
@ 20" OC
4" OC
NOTES:
1. REFER TO THE TYPICAL SHEAR WALL DETAIL.
2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR 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. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
6. 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.
7. AT EXIST FOUNDATION WALLS, INSTALL TITEN HD ANCHOR TO MATCH TABLE AND NOTES ABOVE W/ 7" MIN EMBEDMENT.
HOLDOWN SCHEDULE
MARK
TYPE
MIN CHORD
SIZE
STUD NAILS OR BOLTS
ANCHOR BOLT
(SEE NOTE 4)
CAPACITY (LB)
1
HDU2
(2) 2x
(6) SDS 1/4" x 2 1/2" SCREWS
5/8"0
3,075
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
2. INSTALL HD HOLDOWNS AT FOUNDATION WALLS PER DETAIL 1/S4.1.
3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
ENGINEERING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
04/02/21
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DESIGN: RMK
DRAWN: JCP
CHECK: XXX
JOB NO: 20436.10
DATE: 04/02/21
RECEIVED
Jul 27 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1002
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NOTE:
EXTEND THREADED ROD BETWEEN
JOISTS INTO STEM WALL BELOW.
PROVIDE ROD COUPLER IF REQ'D.
THREADED ROD AS REQ'D
PER PLAN AND HOLDOWN
SCHEDULE. INSTALL
W/ HILTI HIT-HY 200 EPDXY
CONC STEM
WALL
TOP OF FTG
SHEAR WALL PER
PLAN AND SCHED
HOLDOWN PER PLAN
AND SCHED
II
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I I MATCH HOLDOWN
I I CHORD ABOVE
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SCALE: 1" = V-0"
EXIST FLOOR JOISTS
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OF COLUMN, (2) TOTAL
SIMPSON AC4
SERIES POST CAP
EA SIDE OF POST
COL PER PLAN ALIGNED
W/ COLUMN ABOVE
SECTION
SCALE: 1" = V-0"
COL PER PLAN
EXIST FLOOR SYSTEM
EXIST JOIST BLKG, CUT AS
REQ'D FOR FULL COLUMN
BEARING ON WALL PLATE
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EXIST SOG
EXIST FTG
ENGINEERING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
04/02/21
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DRAWN: JCP
CHECK: XXX
JOB NO: 20436.10
DATE: 04/02/21
RECEIVED
Jul 27 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1002
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PER SHEAR WALL SCHED
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HEADER PER PLAN
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CONCRETE FOOTING
OR P/T SLAB
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
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" = V-0"
-------------------------------------
------- - - - - - - - - - - - - - -------r-1-----T-
I'I I'I I'I 1•I I I•I
II II II II III
II II II ;� �I•
II II II
II II II II III
II II II II III
II II II II I 1
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FRAMING AT ADJOINING ;�I
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I'I WALL SCHED I I
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II II II II
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11 11 11
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AB SIZE AND SPACING 7A —III- II I I
PER PLAN AND SHEAR
WALL SCHEDULE, TYP (�:3 RIM BOARD (�=3 \\
OR BLOCKING l�
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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
141010[y0:11all Ix \Tit/_\I:
CONCRETE FOOTING
JOIST DIRECTION
PER PLAN
PLATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 1 1/2" = V-0"
1-3
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
FOR 2x4 STUDS, PROVIDE SINGLE
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" = V-0"
(2) ROWS OF (8) 0.131"o x 3"
2 1/4" END NAILS @ 3" OC EA SIDE OF
DISTANCE, TYP SPLICE AND (2) @ 9" OC
ELSEWHERE W/ 1 1/2" EDGE
DISTANCE 3" OC
SPACING
TOP CHORD /
SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM
TO INSTALL THE SPECIFIED 0.131"o 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.
6'-0" MIN BETWEEN SPLICES
SPLICES TO OCCUR AT
CENTER OF VERTICAL STUDS 0
TOP CHORD SPLICE BOTTOM CHORD SPLICE
TYPIC���OP PLATE SPLICE DETAIL
SCALE: 1"
NOTE:
SUPPORTS AT SOLID _
POSTS SIMLu a
STUD WALL o SHEATHING & NAILING
U_ STUD PER PLAN & SHEAR
WALL WALL SCHEDULE OR
BEAM PER
SIMPSON LTP4 C
A35 FRAMII`
ANCHOR EACH SI[
OF BEA
SOLID OR MULT
STUD COLUMN PER P,_
BEAM WIDTH,
MIN UNO
PARALLEL TO STUD WALL
TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1" = V-0"
SOLID
STUD COLU..,,. ,
PERPENDICULAR TO STUD WALL
STRUCTURAL NOTES
EXIST RIM
SIMPSON A35 PER SHEAR
WALL SCHEDULE (AT
SHEAR WALLS)
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6' SPAN)
(6) 0.131"0 x 3" NAILS -
TYPICAL STUDS
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
AT HOLDOWNS: PROVIDE FULL HT
HOLDOWN CHORDS PER HD SCHED
OTHERWISE: (1) 2x FULL HT
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
CRIPPLE STUDS PER PLAN
AND COLUMN SCHEDULE OR
STRUCTURAL NOTES
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
SILL PLATE NAILING
PER PLAN & SHEAR
WALL SCHEDULE
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SHEATHING & NAILING
PER PLAN & SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
EXIST RIM
SIMPSON A35 PER SHEAR
WALL SCHEDULE (AT
SHEAR WALLS)
II
EXIST CONC I I EXIST WOOD JOISTS
WALL u
TITEN HD PER
PLAN & SHEAR
NOTE: WALL SCHED
NON -SHEAR WALL
NAILING SHALL BE
PER IBC TABLE 2304.9 A. JOIST PERPENDICULAR TO WALL
Q TYPICAL STUD WALL FRAMING DETAIL
SCALE: 1" = V-0"
SILL PLATE NAILING
PER PLAN & SHEAR
WALL SCHEDULE
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B. JOIST PARALLEL TO WALL
EXIST WOOD
JOISTS
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ENGINEERING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
04/02/21
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DESIGN: RMK
DRAWN: JCP
CHECK: XXX
JOB NO: 20436.10
DATE: 04/02/21
RECEIVED
Jul 27 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1002
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ENGINEERING,
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
EXIST RAFTER
(2) SIMPSON A34 EA
2x VERT, AT TOP EXIST ROOF &
CEILING FRAMING
EXIST FULL DEPTH BLI<G EXIST ROOF
(VERIFY OR PROVIDE) SHEATHING 5 M.
2x4 VERT INSTALLED
SIMPSON EA ROOF RAFTER wqg✓�oF
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EXIST CEILING SIMPSON LUS SERIES PROVIDE BOUNDARY"I \,- 2x4 BLKG W/ SILL PL
JOIST HANGER NAILING AT TOP PLATE
PER PLAN &SHEAR NAILING PER SHEAR 04/02/21
WALL SCHEDULE WALL SCHED (OR A35
PER SW SCHED)
SHEATHING AND NAILING
PER PLAN AND SHEAR EXIST STUD WALL
SI 4PSON CS18 EA CEILING JOIST W/ WALL SCHEDULE
11" END LENGTHS & (9) 10d EA END
(FLUSH CEILING BEAM TYPICAL RAFTER SUPPORT DETAIL
1 SCALE: 1" = V-0" SCALE: 1" = 1'-0"
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DESIGN: RMK
DRAWN: JCP
CHECK: XXX
JOB NO: 20436.10
DATE: 04/02/21
RECEIVED
Jul 27 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1002
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