APPROVED BLD BLD2025-0136+Structural_Analysis_or_Calculations+1.28.2025_6.28.04_PM+4734397CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO
THE DRAWINGS, SPECIFICATIONS, AND THE 2021 INTERNATIONAL BUILDING CODE.
2. DESIGN LOADING CRITERIA:
EARTHQUAKE ... ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
LATERAL SYSTEM: LIGHT FRAMED WOOD SHEAR WALLS
SITE CLASS=D, Ss=1.281, Sds=1.000, S1=0.451, SDI=0.556
Cs=0.154, SDC D, le=1.0, R=6.5
3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE
CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY
AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING
CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS
OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT,
SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO
THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-02 "DESIGN LOADS ON
STRUCTURES DURING CONSTRUCTION"
5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO
DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO
REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. ALL TYPICAL AND NOTES
SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS
MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS
SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE
PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS
NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE
APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL
SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH
RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING
PRODUCTION AND FIELD USE.
RENOVATION
6. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE
COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING
CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES.
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR SYSTEMS TO 40 PSF.
7. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND
CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING
CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND
MUST BE VERIFIED.
8. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL AREAS OF NEW WORK. ALL ROT
SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS
DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT.
ANCHORAGE
9. EXPANSION BOLTS INTO CONCRETE SHALL BE STRONG BOLT 2 WEDGE ANCHORS AS
MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT
CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM
EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY
UNITS SHALL BE INTO FULLY GROUTED CELLS.
10. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) INTO CONCRETE
SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "SET-3G" HIGH STRENGTH
EPDXY AS MANUFACTURED BY THE SIMPSON STRONG, TIE COMPANY. INSTALL IN STRICT
ACCORDANCE WITH ICC-ES REPORT NO. ESR-4057. MINIMUM BASE MATERIAL
TEMPERATURE IS 40 DEGREES, F. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE
NOTED. PERIODIC SPECIAL INSPECTION OF INSTALLATION IS REQUIRED TO VERIFY
ANCHOR OR EMBEDDED BAR TYPE AND DIMENSIONS, LOCATION, ADHESIVE
IDENTIFICATION AND EXPIRATION, HOLE DIMENSIONS, HOLE CLEANING PROCEDURE,
ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS.
CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD
INSTALLATIONS.
11. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS
SHALL BE TITEN HD HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON
STRONG -TIE CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO.
ESR-2713 (CONCRETE), NO. ESR-1056 (CMU), INCLUDING MINIMUM EMBEDMENT
REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO
FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE
SUBMITTED FOR REVIEW WITH ICBO, OR ICC REPORTS INDICATING EQUIVALENT OR
GREATER LOAD CAPACITIES.
WOOD
12. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN
CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER
NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
ALL STRUCTURAL WOOD DOUGLAS-FIR-LARCH OR HEM -FIR NO. 2
13. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD
OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU
OF PLYWOOD.
WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
14. ALL WOOD INDIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT
IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND
CONCRETE OR MASONRY.
General Structural Notes
THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS
15. PRESSURE TREATED WOOD (INCLUDES PRESERVATIVE AND FIRE TREATED)SHALL BE
TREATED PER AWPA STANDARD. PRESSURE TREATED WOOD FOR ABOVE GROUND USE
SHALL BE TREATED TO RETENTION OF 0.25 PCF. WOOD IN CONTINUOUS CONTACT WITH
FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR
USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF.
SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO
WEATHER. FASTENERS AND TIMBER CONNECTORS WITHOUT AMMONIA IN DIRECT
CONTACT WITH ACQ-A (UP TO A RETENTION LEVEL OF 0.40 PCF), CBA-A (UP TO A
RETENTION LEVEL OF 0.41 PCF), CA-B (UP TO A RETENTION LEVEL OF 0.21 PCF), OR SBX
TREATED WOOD SHALL BE G185 OR A185 HOT DIPPED OR CONTINUOUS
HOT -GALVANIZED PER ASTM A653. FASTENERS AND TIMBER CONNECTORS WITH
AMMONIA IN DIRECT CONTACT WITH ACQ-A (OVER A RETENTION LEVEL OF 0.40 PCF),
CBA-A (OVER A RETENTION LEVEL OF 0.41 PCF), CA-B (OVER A RETENTION LEVEL OF 0.21
PCF), OR WITH ACZA TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS STEEL.
16. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE
"STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2011.
EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED
THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE
NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM
LOAD CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS.
ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS
MEMBERS CONNECTED.
17, WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE LENGTH
DIAMETER
6d 2"
0.113"
8d 2-112"
0.131"
10d 3"
0.148"
16d 3-1/2"
0.135"
IF CONTRACTOR PROPOSES
THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL
SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR
REVIEW AND APPROVAL.
NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE
DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED.
PARCEL: 27043000205400
LEGAL: SEC 30 TWP 27 RGE 04RT-4-) W 185FT OF N 70FT OF
S1/2 NW1/4 NW1/4 GOVT LOT 2 LESS RIDS
L WORK SUBJECT
TO FIELD
B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASH S INSPECTION FOR
UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WO D. CODE COMPLIANCE
INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DES N
SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 T 70
PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8"
SMALLER LAG SCREWS.
18. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON
PLANS:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTE
THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE
"TIMBER CONSTRUCTION MANUAL" AND THE AF&PA "NATIONAL DE
SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHER'
NOTED, SHALL CONFORM TO IBC TABLE 2304.9.1. COORDINATE THE SIZE
LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWING;
B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WE
ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHAL
PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AN
BEAM OR HEADER BEARING LOCATIONS.
ALL NEW WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP P
END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END
EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP P
WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d N
APPROVED
PLANS MUST BE
ON JOB SITE
ASCE®
AMERI CAN SOCIETY OF CIVIL ENGINEERS
Address:
21611 92nd Ave W
Cit Of Edmon
y
w
uE
Building Department
T�llork
T
SEISMIC RETROFIT
IaN
sAddress
21611 92ND AVE W
VD
Owner
OONG
AApproved
Date 02/11 /2025
Building Official E1rl.C/
-T�ermit Number BLD2025-013
@ 4" O.C. EACH SIDE JOINT.
ALL NEW STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO
WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON -CENTER, OR
ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"
ON -CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL
MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS
OF 16d @12" ON -CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL
BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH NO. 6 X
1-1/4" TYPE S OR W SCREWS @ 8" ON -CENTER.
end
Retrofit Plan
Scale: 3/16" = 1'-0"
INDICATES AREA OF SEISMIC RETROFIT UPGRADE
Seismic
ASCE Hazards Report
Standard: ASCE/SEl7-16 Latitude: 47.802659
Risk Category: II Longitude:-122.355877
Soil Class: D - Default (see Elevation: 412.6774176544958 ft
Section 11.4.3) (NAVD 88)
-av gar»r
h�
r
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.281
SDI :
N/A
S,
0.451
TI
6
Fa
1.2
PGA:
0.545
F
N/A
PGA M :
0.654
SMs :
1.538
FIDGA
1.2
SM1
N/A
le
1
SIDS :
1.025
C
1.356
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Fri Jan 24 2025
Date Source:
USGS Seismic Design
Maps
Seismic Retrofit (IBC 2021 /ASCE 7-16
Seismic Criteria:
OCCUPANCY CATEGORY: II
NO. STORIES ABV. GR. 1.5
IMPORTANCE FACTOR: 1.0
SITE CLASS D (Default)
SDS= 1.000
R = 6.5
SDI= 0.556
h = 20 ft
Period, T= 0.189
Ss = 1.281
Cs= 0.154
51 = U.45 I
Lsmax= U.452
Fa = 1.2
Csmin= 0.010
F = 1.849
Controlling Cs= 0.154
Buildina Weiaht
Floor
DL (psf)
A (sq.ft.)
W (Ibs)
Roof
20
2050
41000
1.5
22
104
2288
1st
17
1764
29988
0
Surn=1
73276
Wall Seismic Loadin
Section 12.8.1.3 Exceptions
Regular Structure**
<_ 5 Stories above grade
Yes
Yes
T <_ 0.5s
P = 1.0
Yes
Yes
Not Site Class E or F
Yes
Risk Category I or II
Yes
If all exceptions are met, SDS may be taken as 1, but
not less than 0.7*(Calculated SDs)
**Regular Structure per Section 12.3.2
Redundancy Factor, p = 1.0
Base Shear, VBASE = 11273 Ibs
VASD = •7VBase = 7891 Ibs
Wall
V (Ibs)
Wall (ft)
v (Ibs/ft)
North Exterior
3946
16.0
247
South Exterior
3946
16.0
247
West Exterior
3946
16.0
247
East Exterior
3946
16.0
247
Sill Plate Bolting:
Maximum Anchor Spacing For Various Retrofit Anchor Options
Wall
1/2" Dia Titen HD
URFP
FRFP
SDWS Option @ Rim
North Exterior
32 in oc
48 in oc
72 in oc
8 in oc
South Exterior
32 in oc
48 in oc
72 in oc
8 in oc
West Exterior
32 in oc
48 in oc
72 in oc
8 in oc
East Exterior
32 in oc
48 in oc
72 in oc
8 in oc
Pony Wall Retrofit:
Wall
North Exterior
South Exterior
West Exterior
East Exterior
Hw (ft)
Edge Nailing
A35
Uplift (Ibs)
Trib Di. (Ibs)
Net Uplift (Ibs)
Holdown
Min. Lw w/ no HD
4.7
8d@4
16 in oc
1 151
600
791
HDU2
N/A
0.0
8d@4
16 in oc
0
0
0
None
N/A
0.0
8d@4
16 in oc
0
0
0
None
N/A
0.0
8d@4
16 in oc
0
0
0
None
N/A
CLIENT:
Sound Seismic
7543 15th Ave NW
Seattle, WA 98117
PH 2O6.352.5644
A
11515th Ave E, Ste B 206-734-3946
Seattle, WA 98112 radial-engineering.com
Copyright 2025 Radial Engineering - All Rights Reserved
REVISIONS:
DESIGNED BY: GJS
APPROVED BY: RJA
PROJECT:
Oong Residence
21611 92nd Ave W
Edmonds, WA 98020
JURISDICTION STAMP:
ISSUE:
01-27-24
RECEIVED
Jan 29 2025
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Permit
SHEET TITLE:
Structural Notes
Plan & Calculations
SCALE: 1 /4'' = 1'-0" U. N. O
DATE: 01 /27/2025
PROJECT No: 1013-0003-25
SHEET NO:
Sill
HDUx
HOLDOWN TO DBL. END STUD, REF. DETAIL SHEET S2.1
PROVIDE 12" WIDE/2" CDX
(E) WALL ABOVE PLYWOOD PRENAILED TO
LEDGER W/ 8d @ 4"oc
ASSUMED (E) NAILING
(E) 2x CAR DECKING,
FIELD VERIFY
a
(E) PARTIALLY EMBEDDED °
2x SILL PLATE
CV
a NAIL PLYWOOD TO (E) CAR
41
DECKING W/ (3) ROWS 6d x 2"
COMMON NAILS @ 31oc
(E) FOUNDATION WALL
PROVIDE P.T. 2x12 LEDGER
W/2"O TITEN HD CONC.
SCREWS @ 32"oc (312" conc.
embed)
ALL FASTENERS INTO PRESSURE TREATED
WOOD SHALL BE GALV. OR STAINLESS
STEEL PER GENERAL STRUCTURAL NOTES
Retrofit Detail
PROVIDE A35 CLIPS @ 16"oc,
INSTALL W/ PALM NAILER
PROVIDE 2x SHIM PLATE x 2'-8"
W/(6)SDWS SCREWS, EMBED
(E) WALL ABOVE — 22" INTO (E) SILL PLATE @ NEW
FRFP LOCATIONS
ASSUMED (E) NAILING
1311 1311 3 " 3 " 3 " 11311 11311 3 "
VERIFY (E) 2x RIM OR
FULL -DEPTH BLKG,
I I
(E) 2x SILL PLATE Lf— —0J
(E) FOUNDATION WALL (E) JOISTS & SHEATHING
4
°
PROVIDE FRFP @ 72"oc W/
(5)SDS25212 SCREWS & (2) 2"!l0
TITEN HD CONC SCREWS (3)/2"
CONC. EMBED)
Retrofit Detail 2
(E)WALL ABOVE
ASSUMED (E)NAILING
AT (E)RIM (E)JOISTS & SHEATHING
VERIFY (E)2x RIM OR
FULL -DEPTH BLKG,
PROVIDE2" CDX PLYWOOD,
SDWS22600 SCREWS @ BLOCK EDGES & NAIL W/ 8d @
8"oc THRU T.P. INTO RIM 4"oc EDGES, 12"oc FIELD
(E) SILL PLATE W/ NEW 12`0 HDU2-SDS2.5 W/ (6)SDS25212
TITEN HD CONC. SCREWS @ SCREWS TO DOUBLE STUDS
32"oc (3%" conc. embed) (where occurs)
PROVIDE%"x3"x3" STEEL PLATE
WASHER @ NEW SILL PLATE
EPDXY GROUT %">D THREADED ROD I I. ANCHORAGE
�I I
8"(min.) INTO (E) CONCRETE @ NEW HD
LOCATIONS, INSTALL @ SLIGHT ANGLE 23/4" LJ
TO ACHIEVE EDGE DISTANCE min. °
a (E) FOUNDATION WALL
Retrofit Detail 3
CLIENT:
Sound Seismic
7543 15th Ave NW
Seattle, WA 98117
PH 2O6.352.5644
11515th Ave E, Ste B 206-734-3946
Seattle, WA 98112 radial-engineering.com
Copyright 2025 Radial Engineering - All Rights Reserved
REVISIONS:
01-27-24
DESIGNED BY: GJS
APPROVED BY: RJA
PROJECT:
oong Residence
21611 92nd Ave W
Edmonds, WA 98020
JURISDICTION STAMP:
RECEIVED
Jan 29 2025
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
ISSUE:
Permit
SHEET TITLE:
Retrofit Details
SCALE: 3/4'' = 1 '-0" U . N . O
DATE: 01 /27/2025
PROJECT NO: 1013-0003-25
SHEET NO:
S2,1