APPROVED BLD BLD2021-1676+Structural_ARCH PLANS+12.12.2021_9.58.44_AM+2567147CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2018
EDITION).
2. DESIGN LOADING CRITERIA:
EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs = 6.0 KIPS
SITE CLASS=D, Ss=130, Sds=104, S1=46, SD1=56, Cs=O. 160
SDC D (DEFAULT), I e=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 37-14 "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 ARCHITECT AND THE STRUCTURAL ENGINEER. ALL
TYPICAL NOTES AND DETAILS 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 OR REQUEST ADDITIONAL INFORMATION. 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. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL
ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE
EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS.
8. CONTRACTOR SHALL CHECK FOR DRY ROT 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. PERIODIC SPECIAL INSPECTION IS REQUIRED TO
VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE,
HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION
INSTRUCTIONS.
10. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE
DRAWINGS SHALL BE INSTALLED USING "SET-XP" HIGH STRENGTH EPDXY AS
MANUFACTURED BY THE SIMPSON STRONG, TIE COMPANY. INSTALL IN STRICT
ACCORDANCE WITH ICC-ES REPORT NO. ESR-2508. MINIMUM BASE MATERIAL
TEMPERATURE IS 50 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 COMPANY, 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. SPECIAL INSPECTION IS REQUIRED.
WOOD
12. FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN
CONFORMANCE WITH WCLIB STANDARD No. 17, GRADING RULES FOR WEST COAST
LUMBER, 2018, OR WWPA STANDARD, WESTERN LUMBER GRADING RULES 2017.
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.
PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT
UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE
APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8"
SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS.
14. ALL WOOD IN DIRECT 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. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE
CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD
FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC3B. WOOD IN CONTINUOUS
CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR
USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC4B.
16. FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE
CORROSION RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE
NOTED.
WOOD TREATMENT CONDITION PROTECTION
HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED
CONTAINS AMMONIA CARRIER INTERIOR DRY G185 OR A185 HOT DIPPED OR
CONTINUOUS HOT -GALVANIZED
PER ASTM A653
CONTAINS AMMONIA CARRIER INTERIOR WET TYPE 304 OR 316 STAINLESS
CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS
AZCA ANY TYPE 304 OR 316 STAINLESS
INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19%.
WOOD MOISTURE CONTENT IN OTHER CONDITIONS (INTERIOR WET, EXTERIOR WET, AND
EXTERIOR DRY) IS EXPECTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS
SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS
RECOMMENDATIONS FOR PROTECTION OF METAL.
17. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE"
BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019.
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 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITS"
SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH
BEAMS WITH "MIT" SERIES JOIST HANGERS.
WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR
BOLTS IN EACH MEMBER.
ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS
MEMBERS CONNECTED.
18. WOOD FASTENERS
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
SIZE LENGTH DIAMETER
8d 2-1/2" 0. 131"
10d 3" 0. 148"
16d BOX 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.
TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND
STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS
UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD.
INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70
PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8"
AND SMALLER LAG SCREWS,
19. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE
PLANS:
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO
THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC
"TIMBER CONSTRUCTION MANUAL" AND THE AWC "NATIONAL DESIGN SPECIFICATION
FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL
CONFORM TO IBC TABLE 2304.10.1. COORDINATE THE SIZE AND LOCATION OF
ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.
B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS.
ALL STUDS SHALL BE SPACED AT 16" 0. C. UNO. TWO STUDS M I N I MUM SHALL BE
PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND
AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS
SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS
SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT.
ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END
NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL
EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP
PLATE WITH 16d @ 12" 0. C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE
EIGHT 16d NAILS @ 4" 0. C. EACH SIDE JOINT.
ALL 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. UNLESS INDICATED OTHERWISE, 1/2"
(NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL
EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PANEL EDGES AND TOP
AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO ALL INTERMEDIATE
STUDS AND BLOCKING WITH 8d NAILS @ 12" ON -CENTER ALLOW 1/8" SPACING AT
ALL PANEL EDGES AND PANEL ENDS.
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ription: SEAVIE�V:WOODS BLK 000 D-00 - LOT 3; :........ Seale: Two, gg4;4reg - Oneloot
Retrofit Plan
Scale: 1 /4" = 1'-0"
ATCHazards by Location
Search Information ley
Segwm
Address:
19205 86th Ave W, Edmonds, WA 98026, USA
Coordinates:
47.8247563,-122.3491632
Elevation:
396 ft
Timestamp:
2021-12-09T23:40:22.715Z a
+
Hazard Type:
Seismic
Reference
ASCE7-16 Go gle
Document:
Risk Category:
II
Site Class:
D-default
Basic Parameters
Name
Value
SS
1.297
S1
0.458
SMS
1.556
SM1
` null
SDS
1.037
SD1
` null
* See Section 11.4.8
Marysville7
o
",396 ft ;ett
�v11
I
0
Redmond
Seattle °
O
Renton
o Map data @2021 Google
APPROVED
Description PLANS MUST BE
MCER ground motion (period=0.2s)
MCER ground motion (period=1.0s)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2s SA
Numeric seismic design value at 1.0s SA
Additional Information
Name Value Description
SDC null Seismic design category
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
Fa 1.2 Site amplification factor at 0.2s
Fv null Site amplification factor at 1.0s
; Special Inspection reports to be provided to City Inspector '
CRS 0.908 Coefficient of risk (0.2s) ,
I
I
CR1 0.895 Coefficient of risk (1.0s) '----------------------------------------------------------
PGA 0.554 MCEG peak ground accelerati
FPGA 1.2 Site amplification factor at PG
Seismic Retrofit (IBC 2018/ASCE 7-16)
Seismic Criteria:
OCCUPANCY CATEGORY: II
IMPORTANCE FACTOR: 1.0
n City Of Edmonds
Building Department
Work SEISMIC RETRO FIT IN BASEMENT
Address 19205 86TH AVE W
Owner MAY-BERTLING
Approved Date 12/27/2021
Building Official
Permit Number BLD2021-1676
SITE CLASS
D
SDS= 1.038
R =
6.5
SDI= 0.562
h =
19.25 ft
Period, T= 0.180
Ss=
1.297
CS 0.160
S, =
0.458
Csmax= 0.471
Fa =
1.2
C,mi�= 0.010
F� =
1.84
Controlling CS 0.160
Buildina Weiaht
Floor
DL (psf)
A (sq.ft.)
W (Ibs)
Roof
20
1350
27000
1st
20
1350
27000
Sum=
54000
Wall Seismic Loading:
Redundancy Factor, p = 1.0
Base Shear, VBASE = 8640 IDS
VASD= •7VBase = 6048 Ibs
Wall
V (Ibs)
Wall (ft)
v (Ibs/ft)
North Exterior
3024
10.0
302
South Exterior
3024
16.5
183
West Exterior
3024
11.0
275
East Exterior
3024
14.0
216
Sill Plate Bolting:
Maximum Anchor Spacing
For Various Retrofit Anchor Options
Wall
1/2" Dia Titen HD
URFP
FRFP
North Exterior
32 in oc
48 in oc
48 in oc
South Exterior
48 in oc
48 in oc
48 in oc
West Exterior
32 in oc
48 in oc
48 in oc
East Exterior
48 in oc
48 in oc
48 in oc
Pony Wall Retrofit:
Wall
Hw (ft)
Edge Nailing
A35/L70
Uplift (Ibs)
Trib DL (Ibs)
Net Uplift (Ibs)
Holdown
Min. Lw w/ no HD
North Exterior
6.3
8d@4
16 in oc
1890
0
1890
HDU2
N/A
South Exterior
6.3
8d@4
16 in oc
1145
0
1145
HDU2
N/A
West Exterior
3.5
8d@4
16 in oc
962
0
962
HDU2
N/A
East Exterior
6.3
8d@4
16 in oc
1350
0
1350
HDU2
N/A
�sTRu<ruRnu
������wwww....rr.... ENGINEERING
2124 Third Avenue. Suite 100 . Seattle. WA 98121
w .ssfeng neers.com
Office: 206.443.6212
Fax: 206.443.4870
Date: 12/9/2021
Project #: 12169-2021-34
Design: JDT
Sheet: CR-1
STRUCTURAL
ENGINEERING
2124 Third Avenue - Suite loo - Seattle, WA 98121
p:2o6.443.6212 ssfengineers.com
Copyright 2021 Swenson Say Faget - All Rights Reserved
DRAWN:
JDT
DESIGN:
JDT
CHECKED:
JDT
APPROVED:
G FJ
REVISIONS:
DPD:
RECEIVED
Dec 16 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT TITLE:
May-Bertling Retrofit
19205 86th Avenue West
Edmonds, Washington 98026
CLIENT:
Evergreen Seismic
12825 184th Drive Southeast
Snohomish, Washington 98290
ISSUE:
Permit
SHEET TITLE:
Retrofit Plan
SCALE:
N.T.S.
DATE:
December 10, 2021
PROJECT NO:
12169-2021-34
SHEET NO:
S1.1
NO: OF SHEETS:
(E) WALL ABOVE
ASSUMED (E) NAILING (E) 2x CAR DECKING
(E) 4x10 RIM
8d @ 4"oc
(E) PONY WALL PROVIDE 1/2" CDX PLYWOOD,
BLOCK EDGES & NAIL W/ 8d
@ 4"oc EDGES, 12"oc FIELD
(E) SILL PLATE W/ NEW HDU2—SDS2.5 W/
1/2"0 TITEN HD CONC. SCREWS e , (6)SDS'/4x2l/2 SCREWS
@ 32"oc (31/2" conc. embed) � �� TO DOUBLE STUDS
(where occurs)
EPDXY GROUT 5 8"0 THREADED
ROD 8" min. INTO E) CONCRETE II' PROVIDE 1/4"x3"x3" STEEL
@ NEW HD LOCATIONS,INSTALL 23/4" II; PLATE WASHER @ NEW SILL
@ SLIGHT ANGLE TO ACHIEVE min. IKE PLATE ANCHORAGE
EDGE DISTANCE (E) FOUNDATION WALL
Retrofit Detail
STRUCTURAL
ENGINEERING
2124 Third Avenue - Suite loo - Seattle, WA 98121
P:2o6.443.6212 ssfengineers.com
Copyright 2021 Swenson Say Faget - All Rights Reserved
DRAWN:
JDT
DESIGN:
JDT
CHECKED:
JDT
APPROVED:
GFJ
REVISIONS:
DPD:
RECEIVED
Dec 16 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
PROJECT TITLE:
May-Bertling Retrofit
19205 86th Avenue West
Edmonds, Washington 98026
CLIENT:
Evergreen Seismic
12825 184th Drive Southeast
Snohomish, Washington 98290
ISSUE:
Permit
SHEET TITLE:
Retrofit Details
SCALE:
N.T.S.
DATE:
PROJECT NO:
SHEET NO:
December 10, 2021
12169-2021-34
S2,01
NO: OF SHEETS: