REV 1 APPROVED-BLD2023-0126+Structural+4.25.2023_9.21.02_PM+3505623STRUCTURAL NOTES
O C I
(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 15 PSF
FLOOR 15 PSF
DECK 10 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 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)
1.281
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.450
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
1.024
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.555
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR 00
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)
0.158
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
SS
BASE SHEAR (V), V = CSW = RIDI 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 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
CONCRETE
ADHESIVE ANCHORS
X
IF USED
EXPANSION ANCHORS
X
IF USED
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.
1. HANDRAILS AND GUARDRAILS
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 1500 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.
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.
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
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.
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
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 = 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
1 22
93
j 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 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 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 1
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.
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
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
/ceepi�'6104MY
BUILDING OFFICIAL
May 02 2023
APPROVED DATE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
BLD2023-0126
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.
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 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.
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, CIVIL, ELECTRICAL, AND
MECHANICAL 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, CIVIL, ELECTRICAL AND MECHANICAL 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.
KEEP THE APPROVED
PLANS AND THIS
APPROVED REVISION
PLAN SET TOGETHER,
---------------------------
APPROVED
PLANS MUST BE
ON JOB SITE
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DRAWN:
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JOB NO: 22242.10
DATE:
08/26/22
REVISION
Apr 26 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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FOUNDATION AND DECK FRAMING PLAN
SCALE: 1/4" = V-0"
FOUNDATION PLAN NOTES:
1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE.
2. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
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LOWER ROOF AND MAIN FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL FLOOR AND MAIN FLOOR FRAMING PLAN NOTES:
1. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS
SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN.
2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR
WINDOW HEADER.
3. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
4. REFER TO SHEE S5.3 FOR TYPICAL ROOF FRAMING DETAILS.
5. REFER TO DETAIL S6.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 DF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
STUD AND (1) FULL HEIGHT STUD.
7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS.
8. SKYLIGHTS SHALL FIT WITHIN ROOF JOIST SPACING.
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ENGINEERING
250 4TH AVE. S., SUITE 200
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JOB NO: 22242.10
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LEGEND
DEFINITION
SYMBOL
DEFINITION
SYMBOL
DIRECTION OF
FRAMING
EXTENT OF
FRAMING
NATIVE SOIL
GRANULAR FILL
� � �=� � �=� � � � � � �
COLUMNS
COLUMN BEARING
ON BEAM
P
�'0
STRUCTURAL STEEL
RATED SHEATHING
SHEAR WALL
(SEE SCHEDULE)
SWX
�,�
BEAM CONTINUOUS
OVER SUPPORT
CONCRETE WALL
COLUMN MARK
(SEE SCHEDULE)
BEARING STUD
WALL
FOOTING MARK
(SEE SCHEDULE)
O
O
NON -BEARING
STUD WALL
HOEDOWN MARK
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
HANGER MARK
(SEE SCHEDULE)
NON -BEARING
STUD SHEAR WALL
FLAG NOTE
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
�/
ABBREVIATIONS
(A)
ABOVE
HORIZ
HORIZONTAL
AB
ALT
ANCHOR BOLT
ALTERNATE
KP
KING POST
KSI
KIPS PER SQUARE INCH
ARCH
ARCHITECT
MECH
MECHANICAL
(B)
BELOW
MF
MOMENT FRAME
BLKG
BLOCKING
NS
NEAR SIDE
BM
BOT
BEAM
OC
ON CENTER
BOTTOM
OPP
OPPOSITE
BTWN
CJP
BETWEEN
PL
PLATE
PLACES
COMPLETE JOINT PENETRATION
PLCS
CLR
CLEAR
PSI
POUNDS PER SQUARE INCH
CMU
CONCRETE MASONRY UNIT
PSF
POUNDS PER SQUARE FOOT
COL
COLUMN
P/T
POST TENSIONED
CONIC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
REQUIRED
CONT
CONTINUOUS
REQ'D
DBL
DOUBLE
SCHED
SCHEDULE
DIET
DETAIL
SIM
SIMILAR
DIM
DIMENSION
SOG
SLAB ON GRADE
EA
EACH
STD
STANDARD
ELEV
ELEVATION
SW
SHEAR WALL
TOP OF CONCRETE
EXIST
EXISTING
TOC
EXP
FLR
EXPANSION
FLOOR
TOS
TOP OF STEEL
TOP OF WALL
TOW
FDN
FOUNDATION
TYP
TYPICAL
UNLESS NOTED OTHERWISE
FTG
FOOTING
UNO
FS
FAR SIDE
FULL HEIGHT
VFY
VERIFY
VERIFY IN FIELD
FH
VIF
GLB
GLUE -LAMINATED BEAM
VERT
VERTICAL
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
15/32"
2x STUD
0.131"� x 2 1/2"
LTP4 OR A35
0.131"� x 3" @
5/8"� AB
SW6
ONE SIDE
AND BLKG
@ 6" OC
@ 24" OC
6" OC
@ 5'-0" OC
2x
242
15/32"
2x STUD
0.131"� x 2 1/2"
LTP4 OR A35
0.131"� x 3" @
5/8"� 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"� x 2 1/2"
LTP4 OR A35
0.131"� x 3" @
5/8"� 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"� x 2 1/2"
LTP4 OR A35
0.131"� x 3" @
5/8"� 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"� x 2 1/2"
LTP4 OR A35
0.131"� x 3" @
5/8"� AB
2SW4
BOTH SIDES
AND BLKG
@ 4" OC
@ 10" OC
2" OC
@ 2'-0" OC
2x
706
15/32"
(2) 2x STUD
0.131"� x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8"� AB
2SW3
BOTH SIDES
AND BLKG
@ 3" OC
@ 7.5" OC
@ 1.5" OC
@ 1'-6" OC
2x
910
15/32"
3x STUD
0.131"� x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8"� 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"�
@ 3.5" OC, 2SW4 = 0.131"� @ 2.5" OC,
2SW3 = (2) 0.131"� @ 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"� 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.
HOEDOWN SCHEDULE
MARK
TYPE
MIN CHORD
STUD NAILS OR BOLTS
ANCHOR BOLT
CAPACITY (LB)
SIZE
1
MSTCM40
4x DF#2
(26) 0.148"S6 x 3 1/4" NAILS
(14) 1/4" x 1 3/4"
4,220
TITEN TURBO SCREWS
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
2. AT ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
O C
"All
CORNER BARS x Q
"A" ,, MAY BE SUBSTITUTED FOR
ALL 90' HOOKED BARS —
STD 90- HOOK -
TYP UNO Q
UNO, VERT CORNER BARS SHALL
BE SAME SIZE TABULATED FOR MIN
WALL REINF FOR THICKER WALL
"A" = SPLICE LENGTH
SEE NOTES, DETAILS, OR PLANS FOR Q
(1) #6 VERT REQ'D REINF. ALL BARS TO BE CONT
OR SPLICED PER STRUCTURAL NOTES
STD 180° HOOK
HORIZ CORNER BARS OF SIZE
AND SPACING TO MATCH
(2) #6 VERT REINF OF THINNER WALL
Q
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PLACE VERT REINF OUTSIDE EXCEPT
AS OTHERWISE NOTED OR SHOWN "A"
TYPICAL CONCRETE WALL REINFORCING DETAIL
SCALE: NTS
NOU SED
2 SCALEV-0"
J
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SIZE AND REINF
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SCALE: 1" = 1'-0"
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SQUARE SHAPED
TIES @ 3" OC
(8) #4 VERTICAL
DOWELS W/ 90-
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SIZE AND REINF
PER PLAN
COLUMN FOOTING (LATERAL
SCALE: 1" = V-0"
#4 HORIZONTAL
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TIES @ 3" OC
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PLINTH
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EXIST JOIST
SIMPSON DTT2Z TENSION
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EA END OF DECK RIM W/ (3) SIMPSON 1/4" x 3" SIDS
SCREWS @ 16" OC
EXIST CONIC STEM WALL
DECK CONNECTION TO HOUSE
SCALE: 1" = V-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
WA
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JOB NO: 22242.10
DATE: 08/26/22
REVISION
Apr 26 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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CRIPPLE STUDS PER
PLAN; DO NOT CUT
AWAY MATERIAL FROM
CRIPPLE STUDS
FULL -HEIGHT
HOLDOWN CHORD
AB W/ SIMPSON BP
PL WASHER, TYP
PT SILL PL PER SHEAR
WALL SCHED
CONCRETE FOOTING
OR P/T SLAB
STAGGER NAILS ON EA SIDE
OF PANEL JOINT AS REQUIRED
PER SHEAR WALL SCHED
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IIII II II I.I II
IIII LI LI I I LI
IIII II II 1.I II
IIII I I I I 1• I I I
1 1• I I I I I I I I I I
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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"
---------------'-----'-----'--SZ
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II II II II III
11 11 II II III
11 11 I I I I I
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II II II II III
I' I I' I I' I I.I 11•
II II II II I 1
I II II �� III
FRAMING AT ADJOINING I'I
I I PANEL EDGES PER SHEAR i t l i 1
I'I WALL SCHED •I
II i1 YY 111
II II II 11 II•I
II II II II ill
II II II II
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II II
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II II II
II II II
II II II
II II II
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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
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II II II
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AB SIZE AND SPACING Ir
PER PLAN AND SHEAR
WALL SCHEDULE, TYP RIM BOARD
OR BLOCKING I1
STRAP FLUSH SIDE OF BEAM
TO TOP PLATE W/ SIMPSON
CS20 STRAP W/ (12) 10d
NAILS EA END
NOTE:
SUPPORTS
AT SOLID
POSTS SIM.
BEAM PER PLAN
AND SCHEDULE
SOLID OR MULTIPLE
STUD COLUMN PER PLAN
SECTION
SCALE: 1" = V-0"
JOIST DIRECTION
PER PLAN
STUD WALL
C------
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
PLATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 1 1/2" = V-0"
TREAD/RISER PER ARCH USE 1
1/8" PLYWOOD TREADS UNO
2x12 BLOCKING
AB PER STRUCTURAL NOTES OR
PROVIDE HILTI X-DNI (0.145"0) @
12" OC. EMBED MIN 2" INTO
CONCRETE W/ STANDARD STEEL
WASHER
TREATED 2x SILL PLATE —x
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NOTE:
STAGGER SHEATHING
AS SHOWN. (IBC TABLE
2306.3.1, CASE 1 OR 3)
INTERMEDIATE
FRAMING MEMBERS
SHEATHING
PANEL, TYP
CONTINUOUS
PANEL EDGES
SUPPORTED
PANEL EDGES
2x OR 3x BLOCKING ONLY IF
`1— DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
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
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
2x12 NOTCHED
STRINGER
DO NOT OVERCUT
NOTCHES FOR
TREAD/RISER
2x6 SISTERED TO SIDE
OF 2x12 W/ (2) ROWS
OF 10d NAILS
STAGGERED @ 6" OC AS
SHOWN
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
CRIPPLE STUDS PER PLAN
AND COLUMN SCHEDULE
OR STRUCTURAL NOTES
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
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
Cs GULL
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25385
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SPLICES TO OCCUR AT
DESIGN: BTJ
CENTER OF VERTICAL STUDS
DRAWN: ATD
TOP CHORD SPLICE BOTTOM CHORD SPLICE
CHECK: CMJ
JOB NO: 22242.10
TYPIC���OP PLATE SPLICE DETAIL
DATE: 08/26/22
5
SCALE: 1"
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BEAM PROVIDE SIMPSON A35
WIDTH, ON UNDERSIDE OF BEAM
MIN UNO TO COLUMN AND A. TYPICAL STRINGER TO LOWER LANDING B. TYPICAL STRINGER TO UPPER LANDING
FROM BEAM TO COLUMN
ON FLUSH SIDE
TYPICAL STAIR SECTIONS
SCALE: 1" = V-0"
JOIST PER
'LAN
KING
OC
PRE-ENGINEERED HAND RAIL
MEETING REQUIREMENTS OF
IBC 1015 & 1607.8
DOUBLE RIM JOIST
SECTION
SCALE: 1/2" = V-0"
SIMPSON DTT2Z TENSION
TIE ALIGNED AT EACH SIDE
OF GUARDRAIL POST W/
1/2" DIAMETER LAG SCREW
& 3" EMBED
JOIST PER PLAN
INVERTED SIMPSON HU HANGER, TYP
REVISION
Apr 26 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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STUD WALL
2x6 HF BLKG SLOPED
TO MATCH LOWER
ROOF PROFILE
LTP4 EA STUD EA
END BLKG
RAFTER DETAIL AT LOWER ROOF
SCALE: 1" = V-0"
ROOF SHEATHING AND
DIAPHRAGM BOUNDARY NAILING PER ROOF
NAILING PER ROOF FRAMING PLAN NOTES
FRAMING PLAN NOTES
FULL DEPTH BLKG RIPPED
TO MATCH SLOPE OF ROOF
ROOF RAFTERS
PER PLAN
2x4 BLKG W/ 16d
NAILS @ 6" OC
16d NAILS @ 6" OC
SIMPSON H2.5A TIE
BEAM PER PLAN
TYPICAL RAFTER SUPPORT DETAIL
ROOF VENTILATION PER ARCH
BEAM PER PLAN
ROOF JOIST
PER PLAN
0
0
0
10d NAILS @ 4" OC
2x HF BLOCKING EACH SIDE
OF RIDGE BEAM EVERY
OTHER JOIST SPACE
ROOF SHEATHING PER
PLAN AND NOTES
KING POST OR COLUMN
BEYOND W/ SIMPSON
CCC/ECCQ COLUMN CAP
SECTION AT ROOF RIDGE BEAM
SCALE: 1" = V-0" \ r / SCALE: 1" = V-0"
SECTION AT ROOF RIDGE BEAM
SCALE: 3/4" = V-0"
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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DESIGN: BTJ
DRAWN: ATD
CHECK: CMJ
JOB NO: 22242.10
DATE: 08/26/22
REVISION
Apr 26 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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SHEET:
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