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APPROVED BLD BLD2025-0195+Structural_Analysis_or_Calculations+2.10.2025_8.48.33_AM+4753299General Structural Notes CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2021 EDITION). 2. DESIGN LOADING CRITERIA: EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs = 8.0 KIPS SITE CLASS=D, Ss=128, Sds=100, S1=45, SD1=83, Cs=0.154 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. WOOD 9. 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 10. 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. 11. 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. 12. 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. 13. 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. THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 14. 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. 15. 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. 16. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE APPROVED PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO PLANS MUST B THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE AWC "NATIONAL DESIGN SPECIFICATION ON JOB SITE 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 WORK SUBJECT 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 TO FIELD OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS INSPECTION F O R 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 CODE COMPLIANCE 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 TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WI TYPE S OR W SCREWS @ 8" ON -CENTER. UNLESS INDICAT (NOM I NAL) APA RATED SHEATHING ( SPAN RATING 24/0) SHALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PA AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO STUDS AND BLOCKING WITH 8d NAILS @ 12" ON -CENTER ALL ALL PANEL EDGES AND PANEL ENDS. Special Inspection required for retrofit epoxy anchors. Provide reports to building inspector for review. itOf Edmonds D OTHERWISE, 1 " y DC A TI L-U IE-nV All IY U/11 LLU /\LL L 11 =L EDGES AND TOP Building Department ALL 1N W V#6rkPACING AT SEISMIC RETROFIT Address 24206 89TH PL W Owner DARLINGTON Approved Date 02/19/2025 Building Official r( & C4**,r 1 Permit Number BLD2025-0195 O 1� ✓ I N cm d o cm N 0 0 1 = 33 b 1A) OW I HDU2 1/S2.1, N 1 /s2.1 310`% 1/S2.1, N o r 16 o I NJ I cl I W I �ppu1 Do C) 4- HDU2 1 /S2.1 , 1 /S2.1 1 /S2.1 p p,l 1/S2.1 r HDU2 S-rD��� 4 ( 9 HDU2 /-Ts'�-.tiij� I r h WALLS M o � 2 � nl 3 -L HDU2 , HDU2 1/S2.1 :D> t 2/S2.1 = > �' < 2/S2.1 4 1/S2.1 ��� �� HDU2 - - V111 1IJ1 N HDU2 I IIIOOt O+.( ('t>, Ca►.1'rII.,EdEr�EO po R CI-1 rJCr-)t4 -6AS~r Dkf Rif -I` OFI 1- 7- 4 2 6 '?9 n' PL vv, CDmonlDS, w.A g160046 ?>AgZeL -eOd5-11706000(00 �a6,4L t--S Cel r'>TI 01d : MA-TH AXIS s l_ :Two 5a V#WLF-S '- O N'a Foa A r-)D 3 BLJL Qa o D O o LO"r f Retrofit Plan Scale: 1/4 11 = 1'-0" 4 AMERICAN SOCIETY OF CML ENGINEERS Address: 24206 89th PI W Edmonds, Washington 98026 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 47.77938 Risk Category: II Longitude:-122.353392 Soil Class: D - Default (see Elevation: 460.48003140858884 ft Section 11.4.3) (NAVD 88) r t 2351h St 'A r � tJ 39th 51 SW ♦y 24atllsl sw.. _ ; •I r1 ir >449-5, S11V N 21411. St vz Aurora villa Ni�.•.Ytibl � Vi16ae ew - l i Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 1.278 Sol N/A S, 0.448 T L 6 Fa 1.2 PGA: 0.542 Fv N/A PGA M : 0.65 SMs 1.533 FPC,A 1.2 SM1 N/A le 1 SIDS 1.022 Cv : 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Jan 28 2025 Date Source: USGS Seismic Desian Maps b -rin I r i�i Seismic Retrofit (IBC 2021/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= 1.000 R = 6.5 SD1= 0.830 h = 19.5 ft Period, T= 0.186 Sr, = 1.278 CS 0.154 S, = 0.448 Cemax= 0.688 Fa = 1.2 Cemil= 0.010 Ki'l1.-.1, F Regular Structure- Yes <_ 5 Stories above grade Yes T 5 0.5s Yes p =1.0 Yes Not Site Class E or F Yes Risk Category I or II Yes Fv = 1.85 Controlling CS 0.154 If all exceptions are met, Sos 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 (sq.ft.) W (Ibs) Roof 20 1862 37240 2nd 20 1862 37240 Sum= 74480 Wall Seismic Loading: Redundancy Factor, p = 1.0 Base Shear, VBASE = 11458 Ibs VASD= •NBase = 8021 Ibs Wall V (Ibs) Wall Ift) v (Ibs/ft) North Exterior 4010 14.0 286 South Exterior 4010 15.0 267 West Exterior 4010 20.5 196 East Exterior 4010 10.0 401 Sill Plate Bolting: M Wall 1/2" Dia Titen HD URFP FRFP SIDS Option C Rim North Exterior 32 in oc 48 in oc 48 in oc 16 in oc South Exterior 32 in oc 48 in oc 48 in oc 16 in oc West Exterior 48 in oc 72 in oc 72 in oc 16 in oc East Exterior 16 in oc 32 in oc 32 in oc 16 in oc Pony Wall Retrofit: Wall Hw (ft) Edge Nailing A35/11_70 I Uplift (Ibs) Trib DL (Ibs) Net Uplift (Ibs) Holdown Min. Lw w/o HD North Exterior 6.75 8d04 16 in oc 1934 0 1934 HDU2 N/A South Exterior 6.75 8dCd4 16 in oc 1805 0 1805 HDU2 N/A West Exterior 6.75 8d@4 16 in oc 1321 0 1321 HDU2 N/A East Exterior 6.75 8d@3 16 in oc 2707 0 2707 HDU2 N/A ERING 2124 Third Avenue. Suite 100. Seattle. WA 98121 www.ssfengineers.com Office: 206.443.6212 Fax: 206.443.4870 Date: 1/29/2025 Project #: 12169-2025-04 Design: JDT Sheet: CR-1 L \X�/ ENNEEMN 2124 Third Avenue - Suite too - 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: D� RECEIVED 2/10/2025 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT TITLE: Darlington -Gaston Retrofit 24206 89th PI W Edmonds, WA 98026 CLIENT: Evergreen Seismic 21304 82nd Place Southeast Snohomish, Washington 98290 IS Permit S' TITLE: Retrofit Plan SCALE: N.T.S. DATE: January 29, 2025 PROJECT NO: 12169-2025-04 SHEET NO: NO: OF SHEETS: ASSUMED (E) NAILING (E) WALL ABOVE (E) JOISTS &SHEATHING VERIFY (E) 2x RIM OR FULL —DEPTH BLKG. 8d @ 4"oc OR PROVIDE SDS1/4x6 SCREW @ 12"oc PROVIDE 3/4" CDX PLYWOOD, (E) PONY WALL 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 (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) CONCRETEII; PROVIDE 1/4"x3"x3" STEEL NEW HD LOCATIONS INSTALL 2 INSTALL 3/4 lullPLATE WASHER @NEW SILL A SLIGHT ANGLE TO PLATE ANCHORAGE EDGE DISTANCE min. a (E) FOUNDATION WALL a Retrofit Detail ASSUMED (E) NAILING (E) WALL ABOVE (E) JOISTS &SHEATHING VERIFY (E) 2x RIM OR FULL —DEPTH BLKG. 8d @ 3"oc OR PROVIDE SDS1/4x6 SCREW @ Toc *571 PROVIDE 3/4" CDX PLYWOOD, (E) PONY WALL BLOCK EDGES & NAIL W/ 8d 3"oc EDGES, 12"oc FIELD (E) SILL PLATE W/ NEW HDU2—SDS2.5 W/ 1/2" 0 TITEN HD CONC. SCREWS (6)SDS'/4x2l/2 SCREWS 16"oc (31/2" conc. embed) � � TO DOUBLE STUDS (where occurs) EPDXY GROUT 5/8" 0 THREADED ROD 8"(min.) INTO (E) CONCRETEII; PROVIDE 1/4"x3"0" STEEL @ NEW HD LOCATIONS, INSTALL 23/4„ �u; PLATE WASHER @ NEW SILL SLIGHT ANGLE TO ACHIEVE PLATE ANCHORAGE EDGE DISTANCE min. ° (E) FOUNDATION WALL Retrofit Detail 2 L Nlx�/ ENNEEMN 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: D� RECEIVED 2/10/2025 CITY OF EDMONDS DEVELOPMENT CERVICES DEPARTMENT PROJECT TITLE: Darlington -Gaston Retrofit 24206 89th PI W Edmonds, WA 98026 CLIENT: Evergreen Seismic 21304 82nd Place Southeast Snohomish, Washington 98290 ISSUE: Permit SHEET TITLE: Retrofit Details SCALE: N.T.S. DATE: January 29, 2025 PROJECT NO: 12169-2025-04 SHEET NO: S2,01 NO: OF SHEETS: