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APPROVED BLD BLD2024-0775+PLANS Structural_Analysis_or_Calculations+6.12.2024_11.29.03_AM+4317076General Structural Notes CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE . 2021 I RC 2.DESIGN LOADING CRITERIA: EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED WOOD SHEAR WALLS SITE CLASS=D, Ss=1.294, Sds=1.035, S1=0.457, SD1=0.562, Cs=O. 159, 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. T 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 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. 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 2-1/2" 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: 00506600000200 LEGAL: MAPLEWOOD HEIGHTS PLat Block: 000 D-00 Plat Lot: 2 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 MINIMUM 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 ENERGY CODE, PRESCRIPTIVE APPROACH: R101.4.3, EXCEPTION 3. 2x4 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-15 AND 26 FRA D WALLS SHALL BE INSULATED TO A MINIMUM OF R-21. 2021 WSEC Leaend INDICATES AREA OF SEISMIC RETROFIT UPGRADE HOLDOWN TO DBL. END STUD, REF. DETAIL SHEET S2.1 Retrofit Plan Scale: 3/16" = 1'-0" A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. OTCHazards by Location Search Information Address: 8420 Maplewood Ln, Edmonds, WA98026, USA Coordinates: 47.82075709999999,-122.3476765 Elevation: 422 ft Timestamp: 2024-06-02T19:49:33.254Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Go. of , •!Mfta ° -sville Balker kerSnmie .all eS' Jett NiMOr Ids Shoreline Seattle °Redmond -- O Bremerton_ Renton o Map data ©2024 Google Report a map error Basic Parameters Name Value Description SS 1.294 MCER ground motion (period=0.2s) S1 0.457 MCER ground motion (period=1.0s) SMS 1.553 Site -modified spectral acceleration value SM1 ` null Site -modified spectral acceleration value SIDS 1.035 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA See Section 11.4.8 Additional Information Name Value Description SDC null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.908 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) ALL WORK SUBJECT PGA 0.553 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA TO F I E L D PGAM 0.663 Site modified peak ground acceleration TL 6 Long INSPECTION F O R -period transition period (a) SsRT 1.294 Probabilistic risk -targeted ground motion (0.2s) CODE COMPLIANCE SsUH 1.426 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.461 Factored deterministic acceleration value (0.2s) S1RT 0.457 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.51 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) APPROVED S1D 1.026 Factored deterministic acceleration value (1.0s) PGAd 0.868 Factored deterministic acceleration value (PGA) PLANS MUST BE " See Section 11.4.8 I RC 2021 Seismic Retrofit (SI3C-2M/ASCE 7-16) Seismic Criteria: OCCUPANCY CATEGORY: II IMPORTANCE FACTOR: 1.0 SITE CLASS D (Default) R = 6.5 h = 15 ft SS = 1.294 S1= 0.457 Fa = 1.2 F = 1.843 Buildina Weiaht NO. STORIES ABV. GR. 1.5 Section 12.8.1.3 Exceptions ON JOB SITE SDs= 1.035 Regular Structure- Yes SD1= 0.562 < 5 Stories above grade Yes Period, T= 0.152 T < 0.5s Yes CS 0.159 p =1.0 No Csmaz 0.567 Not Site Class E or F Yes Crn in= 0.010 Risk Category I or II Yes Controlling CS 0.159 If all exceptions are met, SIDS may be taken as 1, but not less than 0.7*(Calculated SDS) **Regular Structure per Section 12.3.2 Floor DL (psf) A (sq.ft.) W (Ibs) Roof 20 2253 45060 1 1/2 Story 22 640 14080 1st 17 1763 29971 0 Sum= 89111 Wall Seismic Loading: Wall V (Ibs) Wall (ft) v (Ibs/ft) North Exterior 1291 19.0 68 Central 6457 23.0 281 South Exterior 5166 36.0 143 West Exterior 6457 20.5 315 East Exterior 6457 24.0 269 Sill Plate Bolting: Redundancy Factor, p = 1.3 Base Shear, VIBASE = 18450 Ibs VASD = •7Vease = 12915 Ibs Maximum Anchor Spacing For Various Retrofit Anchor Options Wall 1/2" Dial Titen HD URFP FRFP SDWS Option @ Rim North Exterior 48 in oc 72 in oc 72 in oc 8 in oc Central 32 in oc 48 in oc 48 in oc 8 in oc South Exterior 48 in oc 72 in oc 72 in oc 8 in oc West Exterior 16 in oc 48 in oc 48 in oc 8 in oc East Exterior 32 in oc 48 in oc 48 in oc 8 in oc Pony Wall Retrofit: Wall North Exterior Central South Exterior West Exterior East Exterior Hw (ft) I Edge Nailing A35 Uplift (Ibs) Trib DL (Ibs) Net Uplift (Ibs) Holdown Min. Lw w/ no HD 0.0 8d44 16 in oc 0 0 0 None N/A 0.0 8dC@4 16 in oc 0 0 0 None N/A 0.0 8dC@4 16 in oc 0 0 0 None N/A 0.0 8d44 16 in oc 0 0 0 None N/A 0.0 8d44 16 in oc 0 0 0 None N/A oov�-_e=l Date: 6/12/2024 Project #: 00792-2024-42 2124 Third Avenue. Suite 100. Seattle. WA 98121 Design: MH www.ssfengineers.com Sheet: CR-1 Office: 206.443,6212 Fox: 206.443,4870 City Of Edmonds Building Department Work SEISMIC RETROFIT Address 8420 MAPLEWOOD LN Owner ADAMSON Approved Date 06/27/2024 Building Official Permit Number BLD2024-0775 00 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ . lim : THE FOLLOWING DOCUMENTATION SHALL BE 1 co : AVAILABLE ON SITE FOR THE BUILDING INSPECT ❑ COE APPROVED ARCHITECTURAL PLAN SET I �COE APPROVED STRUCTURAL PLAN SET Q COE REVIEWED CALCULATION PACKET ❑ ENERGY CREDIT WORKSHEET 0 : SITE PLAN LU co CIVIL PLAN N N ■ . � • ❑ o r n 0 \!!:/STRUCTURAL ENGINEERING SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 1818 Tacoma Ave S., Suite 200 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2024 Swenson Say Faget - All Rights Reserved 06-12-24 DRAWN: MH DESIGN: MH CHECKED: RJA APPROVED: RJA CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 �Na �ace RerRo,���rLAill, ElismI soundseismic.com PROJECT TITLE: Adamson Retrofit 8420 Maplewood Lane Edmonds, WA 98026 REVISIONS: IS Permit SHEET TITLE: Structural Notes Plan and Calculations SCALE: 3/4"=1'-0" LINO DATE: June 12th, 2024 PROJECT N0: 00792-2024-42 SHEET NO: S1.1 NO: OF SHEETS: APPROVALS: RECEIVED Jun 12 2024 ■ CITY OF EDMONDS • DEVELOPMENT SERVICES • : DEPARTMENT PROVIDE A35 CLIPS @ 16"oc, INSTALL W/ PALM NAILER PROVIDE URFP @ 48"oc (72" 0c @ SIM.) W/ (5)SDS'/4x3 (E) WALL ABOVE SCREWS & (2)1/2" 0 TITEN HD CONC SCREWS (31/2" CONC. ASSUMED (E) NAILING EMBED) (E) JOISTS & SHEATHING VERIFY (E) 2x RIM OR FULL -DEPTH BLKG. (E) 2x SILL PLATE 22"max. setback 4 a ° (E) FOUNDATION WALL \/\\ Retrofit Detail PROVIDE URFP @ 48"oc (72" 0c @ SIM.) W/ (5)SDS1/4x3 SCREWS & (2)1/2" 0 TITEN HD (E) WALL ABOVE - CONIC SCREWS (31/2" CONC. EMBED) ASSUMED (E) NAILING (E) 2x CAR DECKING, FIELD VERIFY °_ ,„ 1 (E) 2x SILL PLATE 21"max. 2 setback 4 (E) FOUNDATION WALL Retrofit Detail 2 STRUCTURAL ENGINEERING SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 1818 Tacoma Ave S., Suite 200 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2024 Swenson Say Faget - All Rights Reserved 06-12-24 DRAWN: MH DESIGN: MH CHECKED: RJA APPROVED: RJA CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 �NaVpKE RETRp'OlT I1IS,1ii soundseismic.com PROJECT TITLE: Adamson Retrofit 8420 Maplewood Lane Edmonds, WA 98026 REVISIONS: IS Permit SHEET TITLE: Retrofit Details SCALE: 3/4"=1'-O" UNO DATE: June 12th, 2024 PROJECT NO: 00792-2024-42 SHEET NO: S2,01 NO: OF SHEETS: APPROVALS: RECEIVED Jun 12 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT