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APPROVED BLD BLD2023-0317+Architectural_Plan+3.13.2023_4.50.36_PM+3418757CRITERIA 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=1.312, Sds=1.050, S1=0.465, SD1=0.569, Cs=O. 161, 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. 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 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. 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" 0. C. AND LAP MINIMUM 4' -0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 4" 0. 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. 1 /S2.1 > 1 /S2.1 . ...................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ^, . . . . . . . . . l,�/� �Q� . . . . . . . . . .1/S2.1 lr. ^tf�c; } . �. G� . . . . . . . . . . . . . . 1/S2.1 SIM- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1/.S2.1 .i . . . .1/S2.1 >. . . . . . . . . . . . . . . . . . . . . . . . ................................. ................... .... ... ....6......... ... .............. . . . . . . . . 1./$2;1 P 1. :�r�II. .......... ...... �............ . ...1............... : : �. .............. .... .1IS2.1 . . . . . . . . . . . . . . . . . . . . . E.; F .. ...................... .......... 3,. 6�0� - ? 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PARCEL: 0051310001-6007 Legend 0 INDICATES AREA OF SEISMIC RETROFIT UPGRADE Retrofit Plan Scale: 1/4" = 1'-0" L)T Hazards by Location Search Information Address: 7014 179th St SW, Edmonds, WA 98026, USA Coordinates: 47.836824,-122.3283942 Elevation: 407 ft Timestamp: 2023-03-03T18:58:50.601 Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value SS 1.312 S1 0.465 SMS 1.574 SM1 null SDS 1.05 SD1 * null * See Section 11.4.8 Description 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 ngc es Sequrn Marysville _WhJ07 ft-ett rk Mt. Baker-Srllaqualmi National Forest Seattle 'Redmord 0 niC70 gle Renton °n Map data ©2023 Google City Of Edmonds Building Department Work SEISMIC RETROFIT Address 7014 179TH ST SW Owner PARKS Approved Date 3/27/2023 Building Official Doxa-vszx W. W v9ka-&L Permit Number BLD2023-0317 APPROVED PLANS MUST BE ON JOB SITE 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 0.905 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.563 MCER peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.675 Site modified peak ground acceleration Seismic Retrofit (SBC 2018/ASCE 7-16� Seismic Criteria: OCCUPANCY CATEGORY: II IMPORTANCE FACTOR: 1.0 SITE CLASS D (Default) R = 6.5 h = 12 ft SS = 1.312 S1= 0.465 Fa = 1.2 F„ = 1.835 Building Weight NO. STORIES ABV. GR. 1 SDS= 1.050 SD1= 0.569 Period, T= 0.129 CS 0.161 Csmaz 0.679 Csmin= 0.010 Controlling C,, 0.161 Floor DL (psf) A (sq.ft.) W (Ibs) Roof 20 2420 48400 1st 22 2420 53240 0 0 Sum=1 101640 Wall Seismic Loading: Wall V (Ibs) Wall (ft) v (Ibs/ft) North Exterior 7468 36.0 207 South Exterior 7468 24.0 311 West Exterior 7468 24.0 311 East Exterior 7468 18.0 415 Sill Plate Bolting: REV1 REV2 REV3 REV4 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE REVISIONS Building Department Section 12.8.1.3 Exceptions Regular Structure- Yes <_ 5 Stories above grade Yes T <_ 0.5s p =1.0 Not Site Class E or F Yes No Yes Risk Category I or II Yes It all exceptions are met, SDS may be tai<en as 1, but not less than 0.7*(Calculated SDS) **Regular Structure per Section 12.3.2 Redundancy Factor, p = 1.3 Base Shear, VBASE = 21336 Ibs VASID •7Vease = 14935 Ibs Maximum Anchor Spacing -For Various Retrofit Anchor Options Wall 1/2" Dia Titen HD URFP FRFP SDWS Option @ Rim North Exterior 32 in cc 48 in cc 72 in oc 8 in cc South Exterior 16 in oc 48 in cc 48 in cc 8 in cc West Exterior 16 in oc 48 in cc 48 in oc 8 in cc East Exterior 16 in oc 32 in cc 32 in oc 8 in oc Pony Wall Retrofit: Wall North Exterior South Exterior West Exterior East Exterior Hw (ft) Edge Nailing A35/L70 Uplift (Ibs) Trib DL (Ibs) Net Uplift (Ibs) Holdown Min. Lw w/ no HD 0.0 8d@4 16 in cc 0 0 0 None N/A 0.0 8d@4 16 in cc 0 0 0 None N/A 0.0 8dC 4 16 in cc 0 0 0 None N/A 0.0 8dC 3 16 in cc 0 0 0 None N/A �RucTURaG ENGINEERING 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www.ssfengineers.com Office: 206.443.6212 Fax: 206.443.4870 Date: 3/3/2023 Project #: 00792-2023-16 Design: AD Sheet: CR-1 STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com IIIIIIIIIIIIIII� 03-06-23 IIIIIIIIIIIIIII� DRAWN: AD DESIGN: RJA CHECKED: RJA APPROVED: RJA IIIIIIIIIIIIIII� CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 �NaVpKE RETRpF�T soundseismic.com IIIIIIIIIIIIIIIII� PROJECT TITLE: Parks Retrofit 7014 179th St SW Edmonds, WA 98026 REVISIONS: IS Permit SHEET TITLE: Structural Notes Plan and Calculations IIIIIIIIIIIIIII� SCALE: 3/4"=1'-0" UNO DATE: March 06, 2023 PROJECT NO: 00792-2023-16 SHEET NO: S1 • u NO: OF SHEETS: w w co w Cc c� Q APPROVALS: RECEIVED Q Mar 14 2023 Q cf' CITY OF EDMONDS DEVELOPMENT SERVICES zDEPARTMENT u co N 0 u (E) WALL ABOVE ASSUMED (E) NAILING (E) 2x CAR DECKING, FIELD VERIFY (E) 2x SILL PLATE 22»max. setback PROVIDE URFP @ 48"oc (32" oc @ SIM) W/ (5)SDS'/4x3 SCREWS & (2)1/2" 0 TITEN HD (E) FOUNDATION WALL j\/ CONIC SCREWS (31/2" CONC. EMBED) ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER GENERAL STRUCTURAL NOTES Retrofit Detail STRUCTURAL ENGINEERING 2124 Third Avenue - Suite loo - Seattle, WA 98121 P:2o6.443.6212 ssfengineers.com 03-06-23 DRAWN: AD DESIGN: RJA CHECKED: RJA APPROVED: RJA CLIENT: Sound Seismic 7543 15th Ave NW Seattle, WA 98117 PH 2O6.352.5644 UAKE RET/t0/���,ri soundseismic.com PROJECT TITLE: Parks Retrofit 7014 179th St SW Edmonds, WA 98026 REVISIONS: IS Permit SHEET TITLE: Retrofit Details SCALE: 3/4"=1'-O" UNO DATE: PROJECT NO: March 06, 2023 00792-2023-16 SHEET NO: S2,01 NO: OF SHEETS: APPROVALS: RECEIVED Mar 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT