REVIEWED BLD-RESUB1 BLD2021-1327+Structural_PLANS+11.30.2021_9.29.33_AM+2543071STRUCTURAL NOTES
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(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.
DESIGN LOADS
DEAD LOADS:
ROOF 20 PSF
DECK 10 PSF
LIVE LOADS:
SNOW 25 PSF
DECK 60 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
SITE CLASS (ASSUMED) D
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.283
ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0.451
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 1.026
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.556
RISK CATEGORY II
SEISMIC IMPORTANCE FACTOR 00 1.0
SEISMIC DESIGN CATEGORY D
BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD SHEAR WALLS
RESPONSE MODIFICATION FACTOR, (R) 6.5
REDUNDANCY FACTOR (P) 1.0
SEISMIC RESPONSE COEFFICIENT (CS) 0.158 W
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2.
BASE SHEAR (V), V = CSW = RD I W 2.1 KIPS
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.
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
CONCRETE
ADHESIVE ANCHORS
X
IF REQ'D
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 NO: NOT AVAILABLE AT TIME OF DESIGN
PREPARED BY:
DATED:
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE:
UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE
RESTRAINED: 50 PCF + ANY APPLICABLE SURCHARGE
PASSIVE: 300 PCF
COEFFICIENT OF FRICTION: 0.35
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 D1557-00.
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.
REVIEWED
BY
CITY OF EDMONDS;;
BUILDING DEPARTMENT
CONCRETE
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 (fc) 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
SLABS ON GRADE
3000 PSI*
0.55
5 1/2 SACK
N/A
FOOTINGS
3000 PSI*
0.55
5 1/2 SACK
N/A
WALLS
4000 PSI
0.45
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 f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
STRUCTURAL STEEL
STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
"SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
EDITION.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI.
PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI.
STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO
ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
MANUAL OF STEEL CONSTRUCTION.
UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO
WEATHER SHALL BE HOT DIP GALVANIZED.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
f'c = 3000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER BARS
ALL BARS
TOP BARS
OTHER BARS
ALL BARS
#3
22
17
9
28
22
12
#4
29
22
11
37
29
15
#5
36
28
14
47
36
19
#6
43
33
17
56
43
23
#7
63
48
20
81
63
27
#8
72
55
22
93
72
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 WALL REINFORCING
PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE (GRADE 60):
THICKNESS
REINFORCING
PLACEMENT
6" WALLS
#4 @ 13" OC
EA WAY CENTERED
8" WALLS
#5 @ 15" OC
EA WAY CENTERED
10" WALLS
#4 @ 16" OC
EA WAY, EA FACE
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 2'-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)
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
#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 2304.10.1 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 11.1.3.
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 2303.1.4.
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
-
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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 ZS M. ?,
MANUFACTURES RECOMMENDATIONS.oF WAsh,
WOOD I -JOISTS
WOOD I -JOISTS, MANUFACTURED BY WEYERHAEUSER CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE
DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE
VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. r- 45L 1�l�ti
PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER `rI0
SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER 11/29/21
MANUFACTURER'S RECOMMENDATIONS.
ALL I -JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS OR WOOD LEDGERS WITH SIMPSON IUS, ITS, OR MIT
HANGERS. PROVIDE WEB STIFFENERS AS REQUIRED.
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.
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COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
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CALLED OUT OTHERWISE SHALL BE TWO STUDS.
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2. WALL BASE PLATE ON CONCRETE
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WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
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BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER
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ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5-0" OC MAXIMUM FOR SHEAR WALLS, AND AT
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6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND
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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.
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3. ROOF AND FLOOR FRAMING
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PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM
Y
UNO. INTERMEDIATE 8'-0" 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
DESIGN: BEL
ON PLANS AND DETAILS.
4. DIAPHRAGM NAILING
DRAWN: JEG
ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
CHECK:
DMT
PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
JOB
NO: 21080.10
FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
DATE:
03/26/21
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
RESU B
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.
NOV 30 2021
6. GYPSUM WALLBOARD NAILING
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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
BLD2021-1327
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.
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CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
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PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
GENERAL
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STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
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MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
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ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
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CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
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OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
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CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
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PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
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CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
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ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
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ONLY WILL NOT SATISFY THIS REQUIREMENT.
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DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
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SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
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USED,
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ENGINEER.
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LEGEND
DEFINITION
SYMBOL
DEFINITION
SYMBOL
DIRECTION OF
FRAMING
NATIVE SOIL
-
EXTENT OF
FRAMING
GRANULAR FILL
ZOOM
COLUMNS
STRUCTURAL STEEL
COLUMN BEARING
ON BEAM
P
RATED SHEATHING
BEAM CONTINUOUS
OVER SUPPORT
0
SHEAR WALL
(SEE SCHEDULE)
SWX
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD WALL
HOLDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
HANGER MARK
(SEE SCHEDULE)
O
NON -BEARING
STUD SHEAR WALL
FLAG NOTE
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
FRAME CONN.
�V
ABBREVIATIONS
(A)
ABOVE
GLB
GLUE -LAMINATED BEAM
AB
ANCHOR BOLT
HORIZ
HORIZONTAL
ALT
ALTERNATE
KP
KING POST
ARCH
ARCHITECT
KSI
KIPS PER SQUARE INCH
(B)
BELOW
L
ANGLE
BD
BAR DIAMETER
MECH
MECHANICAL
BLKG
BLOCKING
MF
MOMENT FRAME
BM
BEAM
MTL
METAL
BOT
BOTTOM
NS
NEAR SIDE
BRNG
BEARING
OC
ON CENTER
BTWN
BETWEEN
OPP
OPPOSITE
CJP
COMPLETE JOINT PENETRATION
PL
PLATE
CLR
CLEAR
PLCS
PLACES
CMU
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
CONC
CONCRETE
P/T
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
WF
WIDE FLANGE
FOUNDATION PLAN
SCALE: 1/4" = V-0"
T-0"
0 T-0" 4'-0"
250 4TH AVE. S., SUITE 200
FOUNDATION PLAN NOTES: EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS FAX (425) 778-5536
SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE.
2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS
SPECIFIED IN THE SOILS REPORT.
3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ 6x6-W1.4 x W1.4 WELDED WIRE FABRIC
REINF. SLAB SHALL BE POURED OVER A 2" SAND LAYER OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8"
CRUSHED ROCK.
4. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND
DETAIL 2/S3.1 FOR CONTROL JOINT CONSTRUCTION.
5. REFER TO SHEET S3.1 FOR FOUNDATION DETAILS.
6. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
7. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON MAIN FLOOR FRAMING PLAN. 4 ��' A.
8. REFER TO MAIN FLOOR FRAMING PLAN 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.
L
EO,�
9DIMENSIONS, ARCH CTUURAL DRAWINGS AND T FYALOCATIONS, L PARTIES OF ANYETE DISCR DISCREPANCIES. ROUGH OPENINGS WITH NC ES�sI0
10. REFER TO DETAIL 3/S3.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. III 11/29/21
11. CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION, WATERPROOFING, AND
BACKFILL & DRAINAGE BEHIND RETAINING WALLS PER GEOTECHNICAL REPORT. GEOTECHNICAL ENGINEER
SHALL OBSERVE EXCAVATED SOIL CONDITIONS DURING CONSTRUCTION (AND GROUNDWATER CONDITIONS)
AS REQUIRED, AND PROVIDE ADDITIONAL RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE
CONDITIONS.
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CHECK:
DMT
JOB
NO:
21080.10
DATE: 03/26/21
TYPICAL FLOOR FRAMING PLAN NOTES:
1.
FLOOR SHEATHING SHALL BE (2) LAYERS 5/8" 40/20 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL
DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR
SHEATHING LAYOUT AND NAILING REFER TO DETAIL 3/S4.1
RESU B
2.
COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION
NOV 30 2021
UNLESS CARRIED BY A BEAM BELOW.
3.
ALL DIAPHRAGMS UNBLOCKED LINO BY NOTE 4.
CITY OF EDMONDS
DEVELOPMENTEPARTMENRVICES
4.
F/7 HATCHED AREAS INDICATE BLOCKED DIAPHRAGM W/ 10d COMMON NAILS @ 4" OC AT ALL PANEL
EDGES. ALL CANTILEVERED AREAS SHALL BE BLOCKED DIAPHRAGM.
5.
REFER TO SHEET S4.1 FOR TYPICAL FLOOR FRAMING DETAILS.
6.
�`�� INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN, TYP.
7.
CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2" 0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD
POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN.
8.
WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS
SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN.
7
9.
TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x8 DF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
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STUD AND (1) FULL HEIGHT STUD.
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10.
COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS.
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11.
UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC.
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12.
UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT
F_
HANGERS W/ MAX NAILING.
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ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
T-0"
0 T-0" 4'-0"
O 61
"All
CORNER BARS x I Q
MAY BE SUBSTITUTED FOR ALL
AS OTHERWISE NOTED OR SHOWN
TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
HOLDOWN SCHEDULE
MARK
TYPE
MIN CHORD
SIZE
STUD NAILS OR BOLTS
ANCHOR BOLT
(SEE NOTE 2)
CAPACITY (LB)
1
HDU5
(2) 2x
(14) SIDS 1/4" x 2 1/2" SCREWS
5/8" 0
4,340
NOTES:
T. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
2. INSTALL HD HOLDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 6/S3.1.
3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
9 c u I AD CD1 I!'C
IN ALL AREAS WITH EXPOSED
CONC FLOORS, EDGE SLAB
WITH 1/8" MAX RADIUS AND
FILL JOINT WITH SEALANT
PROVIDE 5/8" 0 x 2'-0"
SMOOTH SLIP DOWEL BARS
AT 12" OC, TYP UNO
m
GREASE THIS J
HALF OF BAR
TYPICAL CONSTRUCTION JOINT
CONC SLAB ON GRADE
SLAB REINF AT CENTER OF SLAB
OR AT TOP AND BOT. REINF
SHALL NOT PASS THRU JOINT
SAWCUT JOINT - IN ALL AREAS WITH CONC SLAB ON GRADE
EXPOSED CONC. FLOORS, FILL JOINT
WITH SEALANT. IN LIEU OF SAWCUT
JOINTS CONTRACTOR MAY USE ZIP SLAB REINF AT CENTER OF
STRIP PLACED WITH SLAB SLAB OR AT TOP AND BOT
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TYPICAL CONTRACTION JOINT
TYPICAL SLAB ON GRADE DETAILS
SCALE: 1" = V-0"
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kRS TO MATCH
DOTING
1 REINF
JRBED EARTH OR
:TED FILL PER
JRAL NOTES
T = FTG THICKNESS PER PLAN,
SCHED, AND DETAILS
TYPICAL STEPPED WALL FOOTING
SCALE: 1/2" = 1'-0"
4"0 PERFORATED PVC PIPE PER
LOCAL CODES WITH 6" OF 1"
MINUS GRAVEL ALL AROUND,
WRAPPED IN NON -WOVEN
GEOTEXTILE FABRIC. SLOPE TO
DRAIN 1/8" PER V-0" MIN. TURN
DOWN PERFORATIONS AS SHOWN
IF BAR REINF USED, PROVIDE
2' BARS W/ LAP SPLICE PER
STRUCTURAL NOTES
SLAB STEP
PER PLAN
X
X X X
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O°O0 OO.
Oo0°°°OO
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LINE OF MAX EXCAVATION. 1
IF SOIL IS OVER EXCAVATED,
REPLACE WITH LEAN MIX
CONCRETE. FIRM BEARING SOIL OR
COMPACTED
STRUCTURAL FILL
TYPICAL FOOTING DRAIN
SCALE: 1" = V-0"
TYPICAL SLAB STEP
SHEAR WALL SCHEDULE
APA-RATED
MIN FRAMING AT
SHEAR WALL
RIM JOIST OR
SILL PLATE
NAILING TO
SILL PLATE ANCHOR
FOUNDATION
SHEAR
TYPE
SHEATHING
ADJOINING PANEL
NAILING
BLOCK CONN TO
RIM/BLKG
BOLT TO SLAB OR
SILL PLATE SIZE
CAPACITY
EDGES (SEE NOTE 5)
AT PANEL EDGES
TOP PLATE
FOUNDATION
(PLF)
BELOW
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW6
ONE SIDE
AND BLKG
@ 6" OC
@ 24" OC
6" OC
@ 5'-0" OC
2x
242
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW4
ONE SIDE
AND BLKG
@ 4" OC
@ 20" OC
4" OC
@ 4'-0" OC
2x
350
15/32"
(2) 2x STUD AND
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW3
ONE SIDE
2x FLAT BLKG
@ 3" OC
@ 15" OC
3" OC
@ 3'-0" OC
2x
455
15/32"
3x STUD AND
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW2
ONE SIDE
2x FLAT BLKG
@ 2" OC
@ 12" OC
2.5" OC
@ 2'-6" OC
2x
595
15/32"
(2) 2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
2SW4
BOTH SIDES
AND BLKG
@ 4" OC
@ 10" OC
2" OC
@ 2'-0" OC
2x
706
15/32"
(2) 2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8" 0 AB
2SW3
BOTH SIDES
AND BLKG
@ 3" OC
@ 7.5" OC
@ 1.5" OC
@ V-6" OC
2x
910
15/32"
3x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8" 0 AB
2SW2
BOTH SIDES
AND BLKG
@ 2" OC
@ 6" OC
@ 1. 5" OC
@ 1'-0" OC
2x
1190
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. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING
SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED.
5. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"0
@ 3.5" OC, 2SW4 = 0.131" 0 @ 2.5"
OC,
2SW3 = (2) 0.131" 0 @ 1.5" OC.
6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE.
7. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM.
8. AT ALL 5/8"0 SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER
SHALL BE WITHIN 1/2" OF SHEATHED EDGE.
FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT.
9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
10. 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.
FCONC SLAB ON GRADE
SLAB REINF AT CENTER OF
SLAB OR AT TOP AND BOT
X X X
NOTE:
WHERE CONCRETE WALL WITH
HT > 3'-0" EXISTS, ROD MAY
EXTEND 24" MIN INTO WALL
W/ NUT & WASHER AS SHOWN
COUNTERSINK ADDITIONAL
END STUD AS REQ'D
THREADED ROD AS REQ'D
FOR HOLDOWN W/ NUT AND
WASHER AT BASE. EXTEND
ROD INTO FTG, TYP UNO
TOP OF FTG
HOLDOWN DETAIL
SCALE: 1" = V-0"
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PIPE
SLEEVES TO CLEAR
PIPE 1" ALL SIDES
TOF
BOF
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THIS REGION. LOWER
=TGS AS REQ'D
1I-
1���
LOWER BOF
AS REQ'D
PIPE TRENCH EXCAVATION PARALLEL 9 MIN
TO FOOTING IS NOT ALLOWED TYP
BELOW THIS LINE. STEP FTG AS
REQUIRED FOR THIS CONDITION
ATYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS
PENETRATION AT WALLS AND FOOTINGS
SCALE: 1/2" = V-0"
SHEAR WALL PER
PLAN AND SCHED
HOLDOWN PER PLAN
AND SCHED
THICKEN SLAB @
GARAGE DOOR
FINISHED GRADE SLAB ON GRADE PER
PER ARCH STRUCT NOTES
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V-6" DETAIL 7
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TYPICAL STEM WALL DETAIL
NOTE:
RAISE STEM WALL AS REQ'D AT
PERIMETER AREAS WHERE
NEEDED DUE TO CIVIL GRADES.
STUD WALL PER
FRAMING PLAN NOTES
SHEATHING AND NAILING
PER PLAN AND SHEAR
WALL SCHEDULE
II
PAVING OR FINISHED z xQ I I
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FOOTING DRAIN
SILL PL AND AB DIA
AND SPACING PER
SHEAR WALL SCHED
(2) #4 CONT TOP
PROVIDE BLOCK OUT
AT DOOR OPENINGS
SLAB ON GRADE &
SUBGRADEPER
FOUNDATION PLAN
#4 @ 12" OC EA WAY
CENTERED IN WALL
X X
0 00
O°o �O
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PER DETAIL 5 / 8 \
/
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ATYPICAL STEM WALL DETAIL
WALL DETAIL
SCALE: 1" = 1'-0"
=IIIIIIIIIIII �
FOOTING PER PLAN
1 (2) #4 BOT
0
M U
ALT HOOK
AS SHOWN
COL PER PLAN
SIMPSON POST W/
EXPANSION ANCHOR
EXIST GRADE
TYPICAL STEM WALL DETAIL
GNGINGG RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: BEL
DRAWN: JEG
CHECK: DMT
JOB NO: 21080.10
DATE: 03/26/21
RESUB
Nov 30 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1327
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SCALE: 1" = V-0"
SCALE: 1" = V-0"
STAGGER NAILS ON EA SIDE
OF PANEL JOINT AS REQUIRED
PER SHEAR WALL SCHED
-------
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II
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CRIPPLE STUDS PER
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AWAY MATERIAL FROM
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WALL SCHEDAI
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1------1
I•
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II ��
II _
-1I1-1IL
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
------71-------71-------------------rn
1'1 1'1 I'I I.I 1 1•I
II II II 11 III
II II II II I11
I I I I I I 11 1
II II II II I11
II II II 11 III
II II II II I I
I II II it 111
FRAMING AT ADJOINING
I I PANEL EDGES PER SHEAR
I'I WALL SCHED •I
II11 11 YY 111
II II II 11 11•I
II II II II ill
II II II II
I'I I•I I•I I•
II II II
11 11
•i 1.1 1.1
II II II
II II II
II II II
II II II
II II II
I'I I•I I•I
II II II
II II II
II II II
II II II
II II II
I'I I•I I•I
II II II
II II II
II II II
II II II
II II II
I'I I•I I•I
- II II II
_ II II
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4
II II I
II II 11
11 11 11
II II 11
AB SIZE AND SPACING AII II
1(
PER PLAN AND SHEAR
WALL SCHEDULE, TYP RIM BOARD
OR BLOCKING 11
SCALE: 3/4" = V-0"
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR EDGE NAILING PER PLAN
STRUCTURAL NOTES, TYP AND SHEAR WALL
SCHEDULE OR
0.131"0 x 3" STRUCTURAL NOTES, TYP
NAILS @ 9 OC
(2) ROWS OF 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
A. CORNER INTERSECTION B.'T' INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
SCALE: 1" = 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
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
EDGE NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
(2) ROWS OF 0.131"0 x 3"
NAILS @ 9" OC
EDGE NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
(2) ROWS OF 0.131"0 x 3"
NAILS @ 9" OC (EACH SIDE
OF PARTY WALL)
STUD WALL PER FRAMING
PLAN NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
C. PARTY WALL INTERSECTION
CONCRETE STEM WALL
CONCRETE FOOTING
PLATE WASHER
PER SHEAR
WALL SCHED
II
II
II
II
II
SECTION A -A
SCALE: 1 1/2" = V-0"
PRE-ENGINEERED
HANDRAIL MEETING
REQUIREMENTS OF
IBC 1607.8
0
rn
NOTE:
STAGGER SHEATHING
AS SHOWN. (IBC TABLE
2306.3.1, CASE 1
SHEATHING
PANEL, TYP
CONTINUOUS
PANEL EDGES
SUPPORTED
PANEL EDGES
2x OR 3x BLOCKING ONLY IF
ni Any mA�RA it rnr�lrlr
DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
2 1/4" END
DISTANCE, TYP
(2) ROWS OF (8) 0.131"0 x 3"
NAILS @ 3" OC EA SIDE OF
SPLICE AND (2) @ 9" OC
ELSEWHERE W/ 1 1/2' EDGE
DISTANCE 3" OC
le le
\ SPACING
TOP CHORD /
SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM
TO INSTALL THE SPECIFIED 0.131"0 CHORD
SPLICE NAILS, THE CONTRACTOR SHALL SPLICE
INSTALL SIMPSON CS2O STRAPS EA SIDE
OF WALL AT SPLICE. INSTALL EA STRAP
W/ (12) 1Od AT EA END. WHERE BOTH
PLATES ARE CUT, INSTALL CS2O STRAPS
AT EA PLATE AND EA SIDE OF THE WALL.
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:1'-0"
SILL PLATE NAILING
PER PLAN & SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES
SHEATHING &
NAILING PER PLAN DECKING &
PEDESTAL
SYSTEM
PER ARCH
1 1/2" LSL RIM
SILL PLATE NAILING PER
SHEAR WALL SCHEDULE
BREAK SHEATHING\A
/
AT PLATE UNO
rl
PANEL EDGE NAILING
PER PLAN AND SHEAR
PROVIDE WEB BLI<G &
WALL SCHEDULE OR
SIMPSON DTT2Z EA SIDE
STRUCTURAL NOTES
OF HANDRAIL POST
I -JOISTS PER PLAN
NOTE:
11
AND SCHEDULE
NON -SHEAR WALL
2x4 BLOCKING AT
NAILING SHALL BE PER
SHEAR WALLS
IBC TABLE 2304.9
A. TYPICAL FRAMING
TYPICAL STUD
WALL FRAMING DETAIL
SCALE: 1" = V-0"
1 1/2" LSL
RIM JOIST
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
If SCALE: 1" = V-0"
FTYP DOUBLE
TOP PLATE
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6' SPAN)
(6) 0.131"0 x 3" NAILS
TYPICAL STUDS
NOTE:
FOR NOTES AND DETAILS
NOT CALLED OUT REFER
TO DETAIL 7.
---- .TAL
AILS
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
AT HOLDOWNS: PROVIDE FULL HT
HOLDOWN CHORDS PER HD SCHED.
OTHERWISE: (1) 2x FULL HT
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
�(3)0.131"0x3"
NAILS EACH END
I -JOISTS PER PLAN
AND SCHEDULE
1 1/2" LSL BLOCKING
EXTERIOR WALL PARALLEL TO JOISTS @ 4'4" OC MAX
1
TYPICAL STUD WALL FRAMING DETAIL
SCALE: 1" = V-0"
1 3/4" x 11 7/8" LSL
LEDGER W/ (2) 1/4"0 x
3" SIMPSON SDS
SCREWS @ 16" OC TOP
& BOT STAGGERED
SIMPSON A35 PER
SHEAR WALL SCHED
PANEL EDGE NAILING
PER PLAN & SHEAR
WALL SCHED
1
SECTION
EXIST STUD WALL
NAILING PER
STRUCTURAL NOTES
DECKING & PEDESTAL
w
SYSTEM PER ARCH
Q
<
(4) 1Od NAILS
Lu
a
1 3/4" x 11 7/8" LSL
LEDGER W/ (2) 1/4"0 x
3" SIMPSON SDS
SCREWS @ 16" OC TOP
& BOT STAGGERED
BEAM OR HEADER PER
PLAN AND NOTES
CRIPPLE STUDS PER PLAN
AND COLUMN SCHEDULE OR
STRUCTURAL NOTES
SECTION
9 SCALE: 1" = V-0"
DECKING & PEDESTAL
SYSTEM PER ARCH
(3) 0.131"0 x 3" NAILS
1-1/2" ENGINEERED
WOOD BLOCKING BY
I -JOIST MFR @ 4'-0" OC
JOIST PER PLAN
SIMPSON LU HANGER
EXIST STUD WALL
NAILING PER
STRUCTURAL NOTES
au
DECKING & PEDESTAL '7) =
Lu
SYSTEM PER ARCH
DECK JOIST PER PLAN
2x RIM
BEAM PER PLAN
PRE-ENGINEERED
HAND RAIL
NAILING PER
STRUCTURAL NOTES
DOUBLE RIM
BEAM PER PLAN
SIMPSON
ACE EA SIDE
COL PER PLAN
•
11110 1111m-WAO
o �I
ENGINES RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
/ 29/ 2I 1
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DESIGN: BEL
DRAWN: JEG
CHECK: DMT
JOB NO: 21080.10
DATE: 03/26/21
RESUB
Nov 30 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1327
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SHEET:
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