APPROVED BLD2023-1646+Architectural_Plan+12.27.2023_9.11.11_AM+3971549STARK RES
GA
DENCE
RAGE REMODEL
133 SUNSET AVE N
EDMONDS, WA 98020
OWNER
SUSAN STARK
133 SUNSET AVE N
EDMONDS, WA 98020
425.478.8892
CONTACT: JSUSANSTARI<@GMAIL.COM
CONSULTANTS
STRUCTURAL ENGINEER
CG ENGINEERING
250 4TH AVE S, SUITE 200
EDMONDS, WA 98020
425.778.8500 FAX 778.5536
CONTACT: DENNIS TITUS, PE, SE
LEGAL DESCRIPTION
EDMONDS PLAT OF BLK 013 D-00 - LOT 5 EXC ANY PTN THOF LY WITHIN BNRR R/W
PARCEL NUMBER
00434401300500
PROPERTY INFORMATION
TOTAL LOT AREA
EX BUILDING FOOTPRINT
PROPOSED BUILDING FOOTPRINT
TOTAL IMPERVIOUS SURFACE
SCOPE OF WORI<
REMODEL EXISTING GARAGE ENTRY.
NOTE:
SITE PLAN HAS BEEN PREPARED BASED ON
FIELD MEASUREMENTS & COUNTY RECORDS &
IS NOT A SURVEY, PROPERTY LINES ARE
APPROXIMATE. THE CONTRACTOR SHALL
VERIFY ALL DIMENSIONS & UTILITY LOCATIONS.
= 4,792 SQFT
= 1,910 SQFT
= NOT TO CHANGE
= NOT TO CHANGE
�►PFROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
SITE PLAN
SCALE: 1" = V-0"
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City Of Edmonds
Building Department
Work GARAGE DOOR ALTERATION
Address 133 SUNSET N
------------------------
---------------------
Owner STARK
Approved Date: 01 /02/2024
Building Official Eric
Permit Number BLD2023-1646
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
12101 / 23
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DESIGN: MDR
DRAWN: JEG
CHECK: DMT
JOB NO: 23344.10
DATE: 1 2/01 /23
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Dec 28 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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ENGINES RING
250 4TH AVE. S., SUITE 200
10" 8'-0" '-2" 8'-0" 1'-8" EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
1'-10" 16'-0" V-10" FAX (425) 778-5536
DEMO CENTER R-21 INSULATION TO BE USED
WALL PIER PER WSEC SECTION R406
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JOB NO: 23344.10
DATE: 12/01 /23
EXISTING DEMO MAIN FLOOR PLAN PROPOSED MAIN FLOOR PLAN
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DEVELOPMENT SERVICES
DEPARTMENT
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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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CHECK: DMT
JOB NO: 23344.10
DATE: 1 2/01 /23
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Dec 28 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROPOSED ELEVATION Alm
2 SCALE: 1/4" = V-0"
2'-0" 0 2'-0" 4'-0"
STRUCTURAL NOTES
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE MINIMUM LAPS AND EMBEDMENT GALVANIZATION
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
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
FLOOR 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
D (DEFAULT)
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
1.287
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.453
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
0.837
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.558
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR (IF)
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 = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
SS
BASE SHEAR (V), V = CSW = IDWW
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 97 MPH
EXPOSURE D
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
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.
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.
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.
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 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 T-0" BEYOND EDGE OF OPENING. IF T-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE
AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BY THE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
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.
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.
TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS
FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT
NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A
STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME,
PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS
SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fv (PSI
Fc (PSI)
BEAMS & POSTS (d < 9 1/2")
LSL
1.3E
1,700
425
1,835
RIMS & BEAMS (d >_ 9 1/2")
LSL
1.55E
2,325
310
-
BEAMS & POSTS
LVL
2.0E
2,600
285
2,510
POSTS (d < 9 1/2")
PSL
1.8E
2,400
190
2,500
BEAMS (d >_ 9 1/2")
PSL
2.0E
2,900
290
-
TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS.
UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER
MANUFACTURES RECOMMENDATIONS.
TYPICAL FRAMING NOTES
2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
CALLED OUT OTHERWISE SHALL BE TWO STUDS.
2. WALL BASE PLATE ON CONCRETE
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER
ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT
6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND
PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO
SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE
WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3"
POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES.
3. ROOF AND FLOOR FRAMING
PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM
UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED 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.
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.
LEGEND
DEFINITION
SYMBOL DEFINITION
SYMBOL
DIRECTION OF
FRAMING
wl NATIVE SOIL==�=�=�
- - - - -
EXTENT OF
FRAMING
0.1 GRANULAR FILL
STRUCTURAL STEEL
COLUMNS
P
COLUMN BEARING
RATED SHEATHING
ON BEAM
BEAM CONTINUOUS
SHEAR WALL
OVER SUPPORT
(SEE SCHEDULE)
SWX
COLUMN MARK
G�
CONCRETE WALL
(SEE SCHEDULE)
/
BEARING STUD
FOOTING MARK
O
WALL
(SEE SCHEDULE)
NON -BEARING
t HOLDOWN MARK
STUD WALL
(SEE SCHEDULE)
BEARING STUD
HANGER MARK
O
SHEAR WALL
vvy (SEE SCHEDULE)
NON -BEARING
FLAG NOTE
STUD SHEAR WALL
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
Exxxm
/_
�V
FRAME CONN.
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
ALTERNATE
ARCHITECT
BELOW
BLOCKING
HORIZ
HORIZONTAL
KING POST
KIPS PER SQUARE INCH
AB
ALT
KIP
KSI
ARCH
(B)
BLKG
MECH
MECHANICAL
MOMENT FRAME
NEAR SIDE
MF
NS
BM
BOT
BEAM
BOTTOM
OC
ON CENTER
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
POUNDS PER SQUARE FOOT
OPP
BTWN
BETWEEN
COMPLETE JOINT PENETRATION
PL
CJP
PLCS
CLR
CLEAR
CONCRETE MASONRY UNIT
PSI
CMU
PSF
COL
COLUMN
P/T
POSTTENSIONED
CONC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
CONT
CONTINUOUS
REQ'D
REQUIRED
DBL
DET
DOUBLE
DETAIL
SCHED
SIM
SCHEDULE
SIMILAR
SLAB ON GRADE
STANDARD
SHEAR WALL
TOP OF CONCRETE
TOP OF STEEL
TOP OF WALL
TYPICAL
UNLESS NOTED OTHERWISE
DIM
DIMENSION
SOG
EA
EACH
STD
ELEV
ELEVATION
SW
EXIST
EXISTING
TOC
EXP
FLR
EXPANSION
TOS
FLOOR
TOW
FDN
FTG
FOUNDATION
FOOTING
FAR SIDE
FULL HEIGHT
GLUE -LAMINATED BEAM
TYP
LINO
FS
VFY
VERIFY
VERIFY IN FIELD
VERTICAL
FH
VIF
GLB
VERT
C G
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
12/ 01/ 23
ols
DESIGN: MDR
DRAWN: JEG
CHECK: DMT
JOB NO: 23344.10
DATE: 1 2/01 /23
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Dec 28 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
ROOF FRAMING PLAN NOTES
1. CONTRACTOR TO VERIFY TEMPORARY SHORE AND SUPPORT EXIST FRAMING
AS REQUIRED.
NOTE: 2x OR 3x BLOCKING ONLY IF
STAGGER SHEATHING AS SHOWN. BLOCKED DIAPHRAGM IS SPECIFIED
FRAMING MEMBERS
INTERMEDIATE W/ SPACING PER PLAN
FRAMING MEMBERS
SHEATHING
PANEL, TYP
II II I I
CONTINUOUS JN� I 1 11
ILS IN
PANEL EDGES I I I I I I I I AA ROW ARE DJACENT ATO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
SUPPORTED
PANEL EDGES
II II I II II II II
II _ II J L II _ II _ II _JL_J�
DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
Ze h)
3 1/2" x 117/8" PSL
2'-0" 0
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
2'-0" 4'-0"
MST27 STRAPS, EA END
HEADER PER PLAN e
PER PLAN
x
Q
0
10d NAILS @
3" OC, TYP
HOLDOWN PER
PLAN, TYP .I I I I. 5/8" 0 ANCHOR BOLT W/
°I I° 3x3x1/4 PLATE WASHER
Ie
^I
el Ie 5/8"0 THREADED ROD
�'— . --- -- W/ NUT & WASHER
� � I
I I
I II II I 3
I I _
I II II I
I
I I
I I
I I
I I
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CONVENTIONAL SHEAR WALL
10d NAILS @ 3" OC EA
WAY STAGGERED
2x6 FLAT BLOCKING AT
ANY PLYWOOD JOINTS,
JOINTS MUST BE
LOCATED WITHIN 24"
OF MID HEIGHT
I II
I II
I II
I II
I II
I II
I II
I II
I II
I II
I
f——M
I II
I II
I II
I II
I II
I II
I II
I II
SLENDER SHEAR WALL ELEVATION
SCALE: 1/2" = V-0"
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
(2) ROWS OF 0.131" 0 x 3"
NAILS @ 9" OC
STUD WALL PER
FRAMING PLAN
NOTES, TYP
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION
B. 'T' INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
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
#3 TIES
00 h L
#4 VERT
SECTION A -A
PER PLAN
1WN PER PLAN
PIES TOP
@6"OC
,T @ 6" OC
EXIST FOUNDATION WALL
DOWEL & EPDXY REINF
INTO EXIST FOUNDATION
W/ SIMPSON SET-XP &
12" MIN EMBED
DETAIL
SCALE: 1" = V-0"
Holes to be drilled, blown, brushed and cleaned at
the time of inspection. Epoxy to be on -site for
verification.
SECTION
I I
I I
I I
I I
I I
I I
�L
EXIST PARAPET
BEAM PER PLAN
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
12/01/ 23
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DESIGN:
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DRAWN:
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CHECK:
DMT
JOB NO: 23344.10
DATE:
1 2/01 /23
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Dec 28 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
S 01
SCALE: NTS
SCALE: 1" = V-0"
SCALE: 1" = V-0"
SCALE: 1" = V-0"