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APPROVED BLD-BLD2022-0624+PLANS+5.12.2022_12.44.18_PM+2866011CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE 2018 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=1.280, Sds=1.024, S1=0.448, SD1=0.553, Cs=O. 158, SDC D, Ie=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) 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. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. 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 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. 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 C185 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 8d 2-112)) 0. 131" 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. 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. 18. 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 AF&PA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.9.1. 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. ALL NEW 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" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 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. ENERGY CODE 19. EXISTING CEILING, WALL, OR FLOOR CAVITIES EXPOSED DURING CONSTRUCTION SHALL BE FILLED WITH INSULATION PER 2018 WASHINGTON ENERGY CODE, PRESCRIPTIVE APPROACH: R101.4.3, EXCEPTION 3. 2x 4 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-15 AND 2x6 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-21. . . , . . . � . . . . . . . . . . . . . . . . . tn. . . . �¢ . . . 1 /S2.1 rn. ... ......... '2 Lu ..... . . a. . . . , . . . . . . . . . . . . . . . . . . !AG• f . . . . . . . . ic,- . . . . . . . . . . . . . . . . . . . . . . . i � A�* * . ........ .:::::: 0::: : . . . . . . . . . . 'S.LAB . , /, . . . . . . . . . . . . . . . . . . . . . . . &RA;M. . q o .��Q ....... 1 . �. ............. ......... . i`. . �'/ . 10►R• C� . �d , CIO 2/S2. : ....... ....... .. . .. . . . .. . . . . . . . L 9A%vt5 e . . . . . . . . . . . . :4 .11S2•.1. . . . . 2' '....................... .. ... fr . . . . . . . . : : : 4 ^ �,/\�O.f. ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 /S2..1 : : 1 /S2.1 : : : : : . . . . . . . . . . . . . . ::::::::::::::::::::::::::::::: VAA;!'9..:::::: . . . . . . . . . . . . . . . WA . g6 . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . • . ' . . . . . ::::::::::::. .. PARSE L.-DOE S y�10Q oio2600 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RomWID - ........... I ......... eAK. 0WIES .......... Legend 0 INDICATES AREA OF SEISMIC RETROFIT UPGRADE HDUx HOLDOWN TO DBL. END STUD, REF. DETAIL SHEET S2.1 Retrofit Plan Scale: 3/16" = 1'-O" Van Dyke Retrofit 10103 243rd PI SW, Edmonds, WA 98020, USA Latitude, Longitude: 47.7785149,-122.3680986 19Seattle Wedding Officiants _1 2 nd P} SW Rune Point Ventures _1' a { 243rdPI of 243rd PI SW OSHPD �apr SW Aquarium Co-op9 Midnight Cookie Co19 Go gle Terra Perma Landscaping Map data ©2022 Date 5/10/2022, 2:02:18 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.28 MCER ground motion. (for 0.2 second period) S1 0.448 MCER ground motion. (for 1.0s period) SMS 1.536 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SIDS 1.024 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.542 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.651 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.28 Probabilistic risk -targeted ground motion. (0.2 second) SsLIH 1.403 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.879 Factored deterministic acceleration value. (0.2 second) S1 RT 0.448 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.5 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.746 Factored deterministic acceleration value. (1.0 second) PGAd 0.666 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.912 Mapped value of the risk coefficient at short periods CR1 0.897 Mapped value of the risk coefficient at a period of 1 s Seismic Retrofit (SBC 2018/ASCE 7-16) Seismic Criteria: OCCUPANCY CATEGORY: II NO. STORIES ABV. GR. 1 IMPORTANCE FACTOR: 1.0 Section 12.8.1.3 Exceptions SITE CLASS D (Default) SDS= 1.024 Regular Structure" Yes R = 6.5 SD,= 0.553 <_ 5 Stories above grade Yes h = 10 ft Period, T= 0.112 T < 0.5s Yes Ss = 1.280 Cs 0.158 p =1.0 No St = 0.448 Csmaz 0.757 Not Site Class E or F Yes Fa = 1.2 Csmin 0.010 Risk Category I or II Yes F = 1.852 Controlling Cs 0.158 If all exceptions are met, Sps may be taken as 1, but not less than 0.7'(Calculated Sos) Building Weight "Regular Structure per Section 12.3.2 Floor DL (psf) A (scl.ft.) W (Ibs) Roof 20 916 18320 1st 22 916 20152 Sum- 38472 Wall Seismic Loading: Redundancy Factor, p = 1.3 Base Shear, VaASE = 7879 Ibs VAS. = •7VBase = 5515 Ibs Wall V (Ibs) Wall (ft) v (Ibs/ft) 86 North Exterior 2758 32.0 South Exterior 2758 39.0 71 West Exterior 2758 23.0 120 East Exterior 2758 24.0 115 Sill Plate Bolting: Maximum Anchor Spacing For Various Retrofit Anchor Options Wall 1/2" Dia Titen HD URFP FRFP SIDS Option @ Rim North Exterior 48 in oc 72 in oc 72 in oc 16 in oc South Exterior 48 in oc 72 in oc 72 in oc 16 in oc West Exterior 48 in oc 72 in oc 72 in oc 16 in oc East Exterior 48 in oc 72 in oc 72 in oc 16 in oc Pony Wall Retrofit: Wall North Exterior South Exterior West Exterior East Exterior Hw (ft) Edge Nailing A35/11_70 Uplift (Ibs) Trib DL (Ibs) Net Uplift (Ibs) Holdown Min. Lw w/ no HD 0.0 8d44 24 in oc 0 0 0 None N/A 0.0 8dC 4 24 in oc 0 0 0 None N/A 2.0 8d@4 24 in oc 240 1414.5 0 None N/A 0.0 8d@4 24 in oc 0 0 0 None N/A 2124 Third Avenue . Suite 100, Seattle . WA 98121 www fengineers.com Office: 206.443.6212 Fax: 206.443 4870 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN Date: 5/11/2022 Project #: 00792-2022-35 Design: NTE Sheet: CR-1 City Of Edmonds Building Department Work SEISMIC RETROFIR Address 10103 243RD PL SW Owner VNDYKE Approved Date 05//2p3/2022 Building Official (��i p 1' el U10xdld a/ Permit Number BLD2022-0624 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 05-12-22 DRAWN: NTE DESIGN: NTE CHECKED: RJA APPROVED: RJA CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 �NaVpKE RETRpF�Tr soundseismic.com PROJECT TITLE: Van Dyke Retrofit 10103 243rd PI SW Edmonds, WA 98020 REVISIONS: IS Permit SHEET TITLE: Structural Notes Plan and Calculations Sc 3/4"=V-0" UNO DATE: May 12, 2022 PROJECT NO: 00792-2022-35 SHEET NO: • NO: OF SHEETS: co CL "I Q APPROVALS: Q RECEIVED cn May 12 2022 CITY OF EDMONDS w DEVELOPMENT SERVICES DEPARTMENT co N IT CD PROVIDE L70 CLIPS @ 24"oc, INSTALL W/ PALM NAILER PROVIDE RIPPED FLUSH P.T. 2x (E) WALL ABOVE PLATE (OR BLKG. @ PERP. JOISTS) ASSUMED (E) NAILING (E) JOISTS & SHEATHING (E) 2x RIM (E) EMBEDDED VERT. 2x4 PLATE ° a a (E) FOUNDATION WALL \�\\ �r\ 3 PROVIDE R /16"x10"x1-4" @ 72"oc 311 312 W/ (5)1/4"0 SDS SCREWS W/ 2" MIN. PEN. 4 egegeqeq.L. 4 INTO PLATE OR BLKG. & (2)1/2"0 TITEN SCREWS W/ 4" EMBEDMENT (min (2) wall plates per segment) MIS i lilt711 12 Retrofit Detail Retrofit ASSUMED (E) NAILING (E) WALL ABOVE PROVIDE L70 CLIPS @ 24"oc, INSTALL W/ PALM NAILER (E) JOISTS & SHEATHING (E) RIM JOIST/BLKG (E) PONY WALL PROVIDE 1/2" CDX PLYWOOD, PROVIDE 2x4 SILL BLKG. BLOCK EDGES & NAIL W/ 8d @ 4"oc EDGES, 12"oc FIELD PROVIDE URFP @ 72"oc W/ (5)SDS'/4x3 SCREWS & 22"max. (2)1/2"0 TITEN HD CONIC (E) EMBEDDED 2x4 SILL PLATE d setback SCREWS (31/2" CONC. EMBED) (E) FOUNDATION WALL Retrofit Detail (E) DBL. TOP PLATE 8d @ 4"oc EDGE NAILING 8d @ 12"oc FIELD NAILING I I (E) 2x STUDS PROVIDE FULL —HEIGHT STUD _ EA. SIDE OF STEP & SISTER TOGETHER W/ 16d @ 4"oc PROVIDE PANEL EDGE NAILING (8d @ 4"oc) OVER BOTH STUDS V a. . A QA' , • d d . . a (E) FND. WALL G ° 4 a e 2x SILL BLKG. W/ NEW d URFP PLATES @ SPACING PER d APPLICABLE RETROFIT DETAIL Retrofit Detail 3 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 P:2o6.443.6212 ssfengineers.com 05-12-22 DRAWN: NTE DESIGN: NTE CHECKED: RJA APPROVED: RJA CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 �NavAKE MwoIFj�,� •�C soundseismic.com PROJECT TITLE: Van Dyke Retrofit 10103 243rd PI SW Edmonds, WA 98020 REVISIONS: IS Permit SHEET TITLE: Retrofit Details SCALE: 3/4"=1'-0" UNO DATE: May 12, 2022 PROJECT NO: 00792-2022-35 SHEET NO: S2,01 I NO: OF SHEETS: APPROVALS: i RECEIVED May 12 2022 ! CITY OF EDMONDS i DEVELOPMENT SERVICES DEPARTMENT