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SEE REV1 APPROVED PLN BLD BLD2023-1104+Architectural_Plan+9.1.2023_11.09.36_AM+3760831CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE 2018 SEATTLE 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=0.450, SD1=0.555, 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 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. y0 STEP ✓Q PER 4/S2.1 �..?.... 2/S2.1 z W jw ON Q >- m 00 QF_ _ . co J L Ell <I 2/S2.1 B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHER UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIG SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 7 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: City Of Edmonds Building Department Work SEISMIC RETROFIT Address 700 ELM ST Owner PIERCE Approved Date 9/14/2023 Building Official 'DoxowmLK o9Aa,L Permit Number BLD2023-1104 A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE A I TC ! Special Inspections ! "TIMBER CONSTRUCTION MANUAL" AND THE AF&PA "NATIONAL DESIGN required for this permit: SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS j OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.9. 1. COORDINATE THE 1. Epoxy Bolting in Concrete i SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. 1 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 APPROVED ALL WORK SUBJECT PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND PLANS MUST BE TO FIELD ON JOB SITE INSPECTION FOR AT BEAM OR HEADER BEARING LOCATIONS. CODE COMPLIANCE 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 APPROVED BY PLANNING NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" 0. C. AND LAP M I N I MUM 4' -0" AT JO I NTS AND Sep 20 2023 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 SEATTLE ENERGY CODE, PRESCRIPTIVE APPROACH: R101.4.3, EXCEPTION 3. 2x4 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-15 AND 2x6 FRAMED WALLS SHALL BE INSULATED TO A MINIMUM OF R-21. . . k, - . 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INDICATES AREA OF SEISMIC RETROFIT UPGRADE Retrofit Plan Scale: 1 /4" = 1'-0" .1 RECEIVED Sep 01 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ATCHazards by Location Search Information Port Angeles ,c, Sequim Address: 700 Elm St, Edmonds, WA98020, USA Coordinates: 47.7994506,-122.3718864 Elevation: 232 ft OIyrTlpiC tional Park Timestamp: 2023-08-29T19,19:05.861 Z Hazard Type: Seismic Reference Document: ASCE7-16 ^ C7b,- glee Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.281 MCER ground motion (period=0.2s) S1 0.45 MCER ground motion (period=1.0s) SMS 1.537 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SIDS 1.025 Numeric seismic design value at 0.2s SA SDl * 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 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.544 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.653 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.281 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.405 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.046 Factored deterministic acceleration value (0.2s) S1RT 0.45 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.502 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1D 0.819 Factored deterministic acceleration value (1.0s) PGAd 0.721 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Floor DL (psf) A (sq.ft.) W (Ibs) Roof 20 1492 29840 1st 22 1492 32824 0 0 Sum- 62664 Wall Seismic Loading: Mi. Marysville Baker-Snoqualrnie Whrdhe-P',erett National Forest 1 232 ft v Ed ds i Seattle °Redmond 0 Bremerton Renton _ SeaTac- °Map data ©2023 GoogIe Report a map error Section 12.8.1.3 Exceptions Regular Structure- <_ 5 Stories above grade T < 0.5s p =1.0 Not Site Class E or F Yes Yes Yes No Yes Risk Category I or II Yes It all exceptions are met, JDS may oe taken as 1, out not less than 0.7*(Calculated Sus) **Regular Structure per Section 12.3.2 Redundancy Factor, p = 1.3 Base Shear, VBASE = 12844 Ibs VASD = •7VBase = 8991 Ibs Wall V (Ibs) Wall (ft) v (Ibs/ft) North Exterior 4495 29.0 155 South Exterior 4495 13.5 333 West Exterior 3596 5.2 696 Interior 1798 3.0 599 East Exterior 3596 6.0 599 Sill Plate Bolting: Maximum Anchor Spacing For Various Retrofit Anchor Options Wall 1/2" Dia Titen HD URFP FRFP SDWS Option @ Rim North Exterior 48 in oc 72 in oc 72 in oc 8 in oc South Exterior 16 in oc 32 in oc 48 in oc 8 in oc West Exterior 12 in oc 16 in oc 24 in oc No Good Interior 12 in oc 24 in oc 24 in oc 6 in oc East Exterior 12 in oc 24 in oc 24 in oc 6 in oc Pony Wall Retrofit: Wall North Exterior South Exterior West Exterior Interior East Exterior Hw (ft) Edge Nailing A35/1_70 Uplift (Ibs) Trib DL (Ibs) Net Uplift (Ibs) Holdown Min. Lw w/ no HD 4.3 8d44 16 in oc 672 279 504 HDU2 N/A 6.0 8d44 16 in oc 1998 209 1872 HDU2 N/A 6.0 No Good 9 in oc 4174 100 4114 HDU4 N/A 8.0 No Good 12 in oc 4795 100 4735 HDU4 N/A 4.3 No Good 12 in oc 2597 100 2537 HDU2 N/A �nc�i rem M� 2124 Third Avenue. Suite 100 . Seattle. WA 98121 www. s sf e n g i n e e r s. c o m Office: 206.443.6212 Date: 8/30/2023 Project #: 00792-2023-56 Design: GJS Sheet: CR-1 EN NEE1IN 2124 Third Avenue - Suite too - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com DRAWN: GJS DESIGN: GJS CHECKED: RJA APPROVED: RJA CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 AKE RETRpF��,` soundseismic.com PROJECT TITLE: Clement & Pierce Retrofit 700 Elm St Edmonds, WA 98020 REVISIONS: IS Permit SHEET TITLE: Structural Notes Plan and Calculations SCALE: 3/4"=1'4" UNO DATE: September 01, 2023 PROJECT NO: 00792-2023-56 SHEET NO: S1 • NO: OF SHEETS: fi APPROVALS: HDUx HOLDOWN TO DBL. END STUD, REF. DETAIL SHEET S2.1 PROVIDE A35 CLIPS @ 16"oc, INSTALL W/ PALM NAILER PROVIDE FRFP @ 24"oc W/ (5)SDS1/4x3 SCREWS & (2)1/2"0 TITEN HD CONC. SCREWS (31/2" conc. embed) (48"oc @ SIM CONDITION (E) WALL ABOVE ASSUMED (E) NAILING (E) JOISTS &SHEATHING (E) 2x RIM (E) 2x SILL PLATE PROVIDE P.T. 2x SHIM PLATE a W/ (6)1/4" 0 SDS SCREWS ° EMBEDDED 21/2" INTO (E) SILL PLATE @ NEW FRFP LOCATIONS a /�jj a (E) FOUNDATION WALL \\/\ 3" 3" 3" 3" 3" 3" 3" 3"Ilk . . . . I I L° — — °J Retrofit Detail ASSUMED (E) NAILING (E) WALL ABOVE (E) DBL. TOP PLATE (E) JOISTS &SHEATHING 8d @ 4"oc EDGE NAILING VERIFY (E) 2x RIM OR FULL —DEPTH BLKG. 8d @ 12"oc FIELD NAILING SDWS 0.220 x 6 SCREWS @ Coc THRU T.P. INTO RIM PROVIDE 1/2" CDX PLYWOOD, II (E) 2x STUDS BLOCK EDGES & NAIL W/ 8d I I (E) PONY WALL @ 2"oc EDGES, 12"oc FIELD ••, PROVIDE FULL —HEIGHT STUD (SEE 3/S2.1 FOR ABUTTING _ _ ;I EA. SIDE OF STEP & SISTER (E) SILL PLATE W/ NEW PANEL EDGES) ° Q TOGETHER W/ 16d @ 4"oc PROVIDE PANEL EDGE NAILING 2x SILL BLKG w/ HDU2—SDS2.5 W/ (8d @ 4 oc) OVER BOTH STUDS 1j2"0 TITEN HD CONC. SCREWS (6)SDS'/4x2l/2 SCREWS @ 12"oc (3/2" conc. embed) TO DOUBLE STUDS ° a ° (where occurs) a (E) FND. WALL A ° EPDXY GROUT 5/8" 0 THREADED ' 14"0%3" 'a ' ° v. . • A e ' .. " I I PROVIDE STEEL ROD 8 (min.) INTO (E) CONCRETE ; ; / a ` 4 (E) 2x SILL PLATE W/ NEW @ NEW HD LOCATIONS, INSTALL 23/4" `�� PLATE WASHER @NEW SILL EXP. BOLTS @ SPACING PER @ SLIGHT ANGLE TO ACHIEVE mina PLATE ANCHORAGE • . •. , ,• a ° APPLICABLE RETROFIT DETAIL . EDGE DISTANCE /\/\� ° (E) FOUNDATION WALL SEE DETAIL 3/S2.1 FOR HDU4 HOLDOWN Retrofit Detail INFORMATION Retrofit Detail 2 ASSUMED (E) NAILING WHERE (E) JOIST FALLS OVER NEW PLYWOOD SHEARWALL OMIT BLOCKING PANEL AND NAIL ASSUMED (E) NAILING TOP E DIRECTLY TO JOIST w/ SDWS 0.220 x 6 SCREWS @ Coc THRU T.P. INTO RIM (E) JOISTS PARALLEL TO WALL 8d @ 2 oc PROVIDE 1/2" CDX PLYWOOD (E) 2x STUDS @ 16"oc BLKG. PANEL OVER (2)(E) JOISTS - PROVIDE 1/2" CDX PLYWOOD BLOCK DOUBLE STUD REQUIRED AT (2) ROWS 16d @ (4)"oc W/8d @ 4"oc EDGES AND NAIL W/8d @ 2"oc EDGES, ABUTTING PANEL EDGES PRE —NAIL 1/2" CDX PLYWOOD 12"oc FIELD BLOCKING PANEL TO 2x Plan at Abutting Panel Edges TOP R W/8d @ 2"oc HDU4— 1DS2.5 W/ SCREWS RECEIVED (E) SILL PLATE W/ NEW TO DOS/4x2/2 TO DOUBLE END STUDS Sep 01 2023 1/2" 0 EXP. BOLTS @ 12"oc (where occurs) CITY OF EDMONDS (4" conc. embed) �k • ° DEVELOPMENTSERVICES DEPARTMENTMENT PROVIDE 3"x3"xl/4" STEEL °°i EPDXY GROUT 5/8" 0 THREADED E WASHER @ SILL PLATE ROD 12"(min.) INTO (E) CONCRETE ANCHORAGE @ NEW HD LOCATIONS, INSTALL @ SLIGHT ANGLE TO ACHIEVE 4 ; (E) SLAB ON GRADE EDGE DISTANCE ° 23/4" m in. MAY USE /2 0 TITEN HD CONC. ) FOUNDATION SCREWS @ CONTRACTORS OPTION �j/\\ 4. \\j/�� \j\\/�\// \\\\j\\/�\j\\jam Retrofit Deta i 13 L ENNEEMN 2124 Third Avenue - Suite loo - Seattle, WA 98121 P:2o6.443.6212 ssfengineers.com DRAWN: GJS DESIGN: GJS CHECKED: RJA APPROVED: RJA CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 aVpKE RETIZpF��r' soundseismic.com PROJECT TITLE: Clement & Pierce Retrofit 700 Elm St Edmonds, WA 98020 REVISIONS: ISSUE: Permit SHEET TITLE: Retrofit Details SCALE: 3/4"=1'-0" UNO DATE: September 01, 2023 PROJECT NO: 00792-2023-56 SHEET NO: S2,01 NO: OF SHEETS: APPROVALS: