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APPROVED PLN BLD RESUB1 BLD2022-0533+Architectural_Plan+6.23.2022_4.46.57_PM+2951872SINGLE FAMILY RESIDENCE ADDITION fog PHILIP & TAMMY LESSLEY 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECTURAL DESIGN by LUXE STIJL DESIGN LLC 343-B NORTH 105TH STREET SEATTLE, WASHINGTON 98103 TELEPHONE 206.619.6097 FACSIMILE 206.905.0985 STRUCTURAL ENGINEERING by SWENSON SAY FAGET INC. 2124 THIRD AVENUE, SUITE 100, SEATTLE, WASHINGTON 98121 TELEPHONE 206.443.6212 DRAWING LIST SHEET TITLE A-1.0 TITLE SHEET A-1.0 SITE PLAN AA--1.1 RD AA XI NG/ OP D O DAN & FRAMING PLAN EXISTING/PROPOSED A-2.0 ROOF FRAMING PLAN EXISTING/PROPOSED A-2.1 LOWER FLOOR PLAN EXISTING/PROPOSED A-2.1 WINDOW AND DOOR SCHEDULE A-2.1 MAIN FLOOR EXISTING/DEMO A-2.1 MAIN FLOOR PLAN PROPOSED A-3.0 WEST ELEVATIONS EXISTING/PROPOSED A-3.0 SOUTH ELEVATIONS EXISTING/PROPOSED A-3.1 EAST ELEVATIONS EXISTING A-3.1 NORTH ELEVATIONS EXISTING/PROPOSED A-4.0 EROSION CONTROL DETAILS T S 1.2 STRUCTURAL NOTES S2.1 STRUCTURAL FOUNDATION PLAN S2.2 STRUCTURAL ROOF FRAMING PLAN S3.1 STRUCTURAL CONCRETE DETAILS S3.2 STRUCTURAL CONCRETE DETAILS S4.1 STRUCTURAL WOOD FRAMING DETAILS S4.2 STRUCTURAL WOOD FRAMING DETAILS ZONING NOTES: PROPERTY ADDRESS: PROPERTY OWNERS: LEGAL DESCRIPTION: ASSESSOR PARCEL NO. DATE 06.23.22 06.23.22 04.26.22 04.26.22 04.26.22 04.26.22 04.26.22 04.26.22 04.26.22 04.26.22 04.26.22 06.23.22 12.14 1 21 12.14.21 12.14.21 12.14.21 12.14.21 12.14.21 12.14.21 22629 96TH AVENUE WEST EDMONDS, WA 98020 PHILLIP & TAMARA LESSLEY SECTION 25 TOWNSHIP 27 RANGE 3 QUARTER SE PINECREST BLK 000 D-00 - TR 97 00544300009700 APPLICANT - PROJECT CONTACT: ARCHITECTURAL DESIGN & GENERAL CONTRACTOR: STRUCTURAL ENGINEER: STRUCTURAL: BUILDING CODE: BUILDING CODE: ANGELA WAHLQUIST - LUXE STIJL DESIGN ANGELA@LUXESTIJLDESIGN.COM 206.619.6097 GREG JUTTNER - SWENSON SAY FAGET GJUTTNER@S SFENGINEERS. COM 206.443.6212 PER INTERNATIONAL BUILDING CODE INTERNATIONAL RESIDENTIAL CODE (IRC) 2018 WASHINGTON STATE ENERGY CODE (SEC) 2018 *NOTE: A PROPOSED ADU PROJECT FOR THIS SITE HAS BEEN SUBMITTED FOR REVIEW UNDER A SEPARATE PERMIT DATUM PT. +100' FIRE HYDRANDT I 0 Cn 0 U) 0 U) > 0 co LEGEND r 17,148 ±SQ.FT. 0.39 ACRE(S) =.� .o .� on on Ulu weer as M law us R 1 SITE PLAN SCALE: I" = 20' B=+95 C=+98 D=+101 AVE GRADE=98.75 ACTUAL=115 MAXIMUM=123.75 RESIDENCE: 1,612 GARAGE: 380.5 DECK: 270 ACCESSORY BUILDING: 684 SHED: 105 SHED DECK: 50 TOTAL: 3,101.5 (18%) (3,101.5/17,148) LOT AREA: 17.148 S.F. PROPOSED GARAGE ROOF OUTLINE: 477.5 EXISTING CONCRETE DRIVEWAY: 509 PROPOSED DRIVEWAY ADDITION: 40 ACCESSORY BUILDING ROOF OUTLINE: 1.075 SHED ROOF OUTLINE: 121 EXISTING DECKS: 755 DECKS TO BE REMOVED: 290 EXISTING CONCRETE PATIOS: 1680 CONCRETE PATIO TO BE REMOVED: 24 TOTAL EXISTING: 6,582.5 (38%) TOTAL PROPOSED: 6,308.5 (36.8%) LOT AREA: 17,148 S.F. Zvi 1-In I-' urm I T LIIVG ANU OVER MAJORITY OF LOT: 2.5% LITERAL OVERALL LOT SLOPE: 9% TESC NOTES: ALL DISTURBED AREAS TO BE COMPOST AMENDED PER 2014 SWMMWW BMP T.5.13. ANY STOCKPILE OF SOILS TO BE COVERED WITHIN 24 HOURS. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. APPROVED PLANS MUST BE ON JOB SITE OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED BY PLANNING Jul 01 2022 City Of Edmonds Building Department Work ADDITION/ REmonh-1E �_-________-- Address 2:2629 9`bE W^`` ___________________________ T` -:---I Owner LES X ("� ------------------------- 1.l -------------- -- - - --------------- Approved Date A` -- Building Official pA��VAS Permit Number BLD2w4 ------------------ ------ RESUB Jun 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT HARDSCAPE PLAN EXISTING/DEMO SCALE: Y" = F-0" 2 HARDSCAPE PLAN PROPOSED -1.1 SCALE: Y4" = F-0" Jun 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT FOUNDATION & FRAMING PLAN EXISTING/PROPOSED SCALE: Y4" = F-0" *SEE STRUCTURAL DRAWINGS FOR DETAILS AND SPECIFICS V Z U) X w ROOF FRAMING PLAN EXISTING / PROPOSED SCALE: Y4" = F-0" RESUB Jun 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT CD z co X w w Z CD z_ H co X w ■ !Window to meet the requirements to section �R310.2.3 of the 2018 International Residential Code. LOWER FLOOR PLAN EXISTING & PROPOSED SCALE: Y" = F-0" WINDOW AND DOOR SCHEDULE CODE QTY. PRODUCT TYPE SIZE W x H U-FACTOR A 1 STEEL GARAGE DOOR WITH 4 LITES 16'-0" X 8'-0" .28 B 1 FIRE RATED TRADITIONAL TWO PANEL DOOR 3'-0" X 6'-8" C 1 TRADITIONAL TWO PANEL SWING DOOR 2'-6" X 6'-8" D 1 TRADITIONAL TWO PANEL SLAB DOOR FOR SLIDING HARDWARE 2'-8" X 6'-8" E 1 EGRESS WINDOW CASEMENT WITH FIXED SIDELIGHT 4'-7" X 2'-4" .28 MAIN FLOOR PLAN EXISTING/DEMO SCALE: Y4" = F-0" MAIN FLOOR PLAN PROPOSED SCALE: Y4" = V-0" *NOTE: PLEASE FIELD VERIFY ALL DIMENSIONS RESUB Jun 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 01 TOP OF ROOF 115' MAX. RIDQE-ELF-VATION 113,75' MAIN FLOOR CEILING 10 '- " MAIN FLOOR 101'-8 1/4" LOWER LEVEL CEILING 1 '- 1 8" AVERAGE GRADE= 98.75' LOWER LEVEL FLOOR 93'-1 4" TOP OF ROOF 111� ' MAX. RIDQLfjIIIIIjF-VATION 113.75' MAIN FLODE--101'- 1/ 4" LOWER LEVEL CEILING 100''17! AVERAGE GRADE= 98.75' L WER LEVEL FLOOR 93'-1 4" mi EXIST. EXIST. TO BE REMOVED EXIST. EXIST. WEST ELEVATION EXISTING/DEMO SCALE: Y" = F-0" mi I INEW 4'7" X T-71 EXIST. 1 1 1 1 1 1 EXIST. TO BE REMOVED -I MIN. ABOVE GRADE I I k°W FILL rOP TWO FEEr WITW SOIL PREFABRICATED r LL WINDOW WELL BY BILCO MODEL #4048 -66 WITW STEPPED riE2s FOR �(�12ESS FILL EXISr1W COI POND WITW 8" + (�2AVEL FOR DRAINAGE rO EXISrINC DRAINS EXISTING WEST ELEVATION PROPOSED SCALE: Y4" = F-0" T P aF ROOF 115' MAX. RIDQE-ELF-VATION 113,75' 0 MAIN FLOOR CEILING 10 '- " EXIST. EXIST. TO BE REMOVED TO BE REMOVED MAIN FLOOR 101'-8 1/4" GRADE L WER LEVE GRADE'. AVERAGE GRADE= 98.75' J L L J LOWER LEVEL FLOOR 93'-1 4" MAX. RIDQLfj.F-VATION 123.75' *NOTE: PLEASE FIELD VERIFY ALL DIMENSIONS NEW GARAGE DOOR 16' X 8' TOP OF ROOF 111� ' NEW SIDING NEW MASONRY �S EXISTING MAIN FL0DE--101'- 1/ 4" -MWE R LEVEL CEILING 100'-9 11 GRADE AVERAGE GRADE= 98.75' LOWER LEVEL FLOC 93'-1 4" EXIST. �--- it IG I SOUTH ELEVATION EXISTING/DEMO SCALE: Y" = F-0" 0 EXIST. n tt - =I:F =Tl- II II I LL SOUTH ELEVATION PROPOSED I SCALE: /4" = F-0" EXISTING ISSUED FOR REVIEW L E S S L EY RESIDENCE 05.12.21 ISSUED FOR REVIEW 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 08.06.21 ISSUED FOR ENGINEERING LUXE STIJL DESIGN 11.12.21 ISSUED FOR PERMIT 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 04.26.22 TELEPHONE 206.619.6097 EMAIL ANGELA@LUXESTIJLDESIGN.COM RESUB Jun 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT A-3*0 "MATI Ell TOP 0F ROOF 115' MAX. RIDQE-ELF-VATION 113,75' MAIN FLOOR CEILING 10 '- " MAIN FLOOR 101'-8 1/4" L WER LEVEL CEILING 1 '- 1 8" AVERAGE GRADE= 98.75' L WER LEVEL FLOOR 93'-1 4" EXIST. EXIST. EAST ELEVATION EXISTING SCALE: Y4" = F-0" EXIST. EXIST. EXIST. EXIST. TOP 0F ROOF 115' MAX. RIDQE-ELI-zVATION 113,75' MAIN FLOOR CEILING 10 '- " MAIN FL0C�101'-8 1/4" LOWER LEYEL-rEILING 1 AVERAGE GRADE= 98.75' I EXIST. EXIST 0 II L WER LEVEL FLOOR 93'-1 4" GRADE II Z7 MAX. BIDQLLLEVATION 123,75' 3 NORTH ELEVATION EXISTING/DEMO �A-3.V SCALE: Y" = 1'-0" TOP 0F ROOF 111� ' MAIN FLOOR 101'- 1/ 4" LOWER LEVEL CEILING 100'_9 1/8" AVERAGE GRADE= 98.75' L WER LEVEL FLOG 93'-1 AD GR NORTH ELEVATION PROPOSED SCALE: /4" = F-0" �S GRADE at.'.1�1. 12 EXISTING NEW RESUB Jun 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2" x 2" WOOD/STEEL NEW ASPRALr ROOFIW WITT( W/ 30# FELT- 1. 2 "A.P.A. 2MrED PANELS SEE S2.2 PREFAB RICArED LOOP r1ZUSS @ 24" O.C. f(l RUIR2ICANE TIE @ EACH r2usS WHERE BEARING ON EXrE2IO2 WILL SEE S4.2 #12 1 " X 6 " CEDAIR FASCIA BOARD AND rIZIM rO MArC}f EXISTING %2" 13EAD BOAIRD SOFFIT W17W LOOP VENrS TO MATCH EXISr1W DOUBLE rOP -PLArE 1 " X SHIP LAP CEDA2 SIDING rO MATCH EKISTIW FI1�ZIW rO POSITION SIDING OVERLAPPINC TOP OF BRICK TYVEK HOUSE WIRAP 3 z "CDK PLYWOOD WIVE NAILING SCHEDULE PEA SHEAIRWALL SCHEDULE S4. Y #12 VENEE2 ANCROR SEE S4.1 #4 2X4 Pr SILL PLArE WI7W SILL SEA LEA. WEEP FLASHING NEW 8" CONC. WILL 8" MIN. WOOD EAl2TW SEPAIRArION 30" MIN. DEP7W BELOW (�IZADE FOOrIWS TO BE PLACED ON FI2M BEARING UNDISTURBED SOIL 4 " PER FORM rED DRAIN PIPE IN WAS14ED CRAVEL 1 BUILDING SECTION A-4.0 SCALE: ill = 1'-0" W17W WILE MESH 4" A1ZE(�ArE #4 @ 12 it d-. C/. ffORIZ. CrRD. NEW 8 " X 18 " CONC. FOOT-1W FILTER FABRIC SECURED TO 2" x 2" 14 GA WIRE FABRIC EQUAL NATIVE BACKFILL MATERIAL FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS r-WIRE MESH FENCE of I I FTO ABRIC PORT FILTER BURY BOTTOM OF FILTER N MATERIAL 8" TO 12" NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ACTIVITY. `St. 18y- 2 -4. CITY OF EDMONDS PUBLIC WORKS DEPARTMENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN FILTER FABRIC FENCE FILTRATION SYSTEMS APPROVED BY: R. ENGLISH FILTER FENCE DETAIL SCALE: NTS REVISION DATE JANUARY 2018 STANDARD D ETAI L ER-900 CATCH BASIN GRATE FILTER SOCK WITH OVER FLOW HOLES (TYP) CATCH BASIN NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. REVISION DATE CITY OF EDMONDS TEMPORARY JANUARY 2018 SEDIMENT TRAP ;9cj PUBLIC WORKS FOR CATCH BASINS STANDARDDEPARTMENT DETAIL g APPROVED BY: R. ENGLISH E R— 9 0 2 FILTER SOCK DETAIL IN 13 RESUB Jun 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ISSUED FOR REVIEW L E S S L EY RESIDENCE 11.12.21 ISSUED FOR PERMIT 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 .6 REVISIONS FOR PERMIT R1 LUXE STIJL DESIGN A�4*0 06.23.22 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 1 TELEPHONE 206.619.6097 EMAIL ANGELA@LUXESTIJLDESIGN.COM General Structural Notes CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2018 EDITION). 2. DESIGN LOADING CRITERIA: GARAGES FLOOR LIVE LOAD (PASSENGER VEHICLES) ........................ 40 PSF FLOOR CONCENTRATED LOAD (PASSENGER VEHICLES) ................ 3000 LBS RESIDENTIAL - ONE AND TWO-FAMILY DWELLINGS FLOOR LIVE LOAD ..................................... 40 PSF ROOF ROOF LIVE LOAD ...................................... 25 PSF DEFLECTION CRITERIA LIVE LOAD DEFLECTION .................................. L/360 TOTAL LOAD DEFLECTION .................................. L/240 ENVIRONMENTAL LOADS SNOW ................ Ce=1.2, Is=1.0, Ct=1.1, Cs=1.0, P9=25 PSF, Pf=20 PSF WIND ............ GCpi=0.18, 98 MPH, RISK CATEGORY II, EXPOSURE "B", Kzt=1.0 EARTHQUAKE ....... ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs = 12.6 KIPS SITE CLASS=D, Ss=128, Sds=102, S1=45, SD1=55, Cs=0.158 SDC D (DEFAULT), Ie=1.0, R=6.5 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. 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. 6. 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". 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. 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. 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. QUALITY ASSURANCE 10. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER EPDXY GROUTED INSTALLATIONS PER MANUFACTURER PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIRING INSPECTION AT ALL TIMES THAT WORK IS PERFORMED. THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 11. UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRISE THE SEISMIC -FORCE -RESISTING SYSTEM AND ARE SUBJECT TO SPECIAL INSPECTION FOR SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1705.12 OF THE INTERNATIONAL BUILDING CODE. A. STRUCTURAL WOOD SHEAR WALL SYSTEMS REQUIRE PERIODIC INSPECTION FOR FIELD GLUING, NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE, RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, DRAG STRUTS, BRACES AND HOLDOWNS. GEOTECHNICAL 12. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 30" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. ALLOWABLE SOIL PRESSURE ................................ 1500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) ........... 55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED) ............. 350 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) ...................... 0.45 SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) .................... 8H PSF RENOVATION 13. 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. 14. 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. 15. 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. CONCRETE 16. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. REQUIRED CONCRETE STRENGTH IS BASED ON THE DURABILITY REQUIREMENTS OF SECTION 1904 OF THE IBC. DESIGN STRENGTH IS f'c = 2,500 PSI. 17. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318-14, TABLE 19.3.2.1 MODERATE EXPOSURE, F1. 18. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. 19. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315R-18 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-14, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 20. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.............................................Y FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER).... 1-1/2" 21. CONCRETE WALL REINFORCING --PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 8" WALLS #4 @ 12 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN 22. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 23. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). ANCHORAGE 24. 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. PERIODIC SPECIAL INSPECTION IS REQUIRED TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. 25. 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. MINIMUM BASE MATERIAL TEMPERATURE IS 50 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. 26. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "AT-XP" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH IAMPO REPORT NO. ER-0281. MINIMUM BASE MATERIAL TEMPERATURE IS 14 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. 27. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "TITEN HD" HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, 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. SPECIAL INSPECTION IS REQUIRED. MASONRY 28. MASONRY VENEER, 5" MAXIMUM THICKNESS, SHALL BE ANCHORED TO BACKING WALLS PER SECTION 1405.6 OF THE INTERNATIONAL BUILDING CODE WITH "RJ-711" OR "HB-200" ADJUSTABLE VENEER ANCHORS AS MANUFACTURED BY WIRE -BOND, INC. ANCHORS SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL BE SPACED NOT MORE THAN 24" O.C. HORIZONTALLY. ATTACHMENTS SHALL BE WITH CORROSION RESISTANT FASTENERS AND CONNECT TO FRAMING MEMBERS OR CONCRETE OR MASONRY BACKING. INSTALL ANCHORS IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. THE SHEAR LUGS OF EACH ANCHOR SHALL ENGAGE A NO. 9 GAUGE JOINT REINFORCEMENT WIRE. JOINT REINFORCEMENT SHALL BE CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. Continued on Sheet Sl .2 eL /E�NWNEMMNS 2124 Third Avenue - Suite loo - Seattle, WA 98121 P:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253.2$4.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: GFJ REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTI]LDESIGN.COM IS PERMIT SHERI�% U B Jun ``244 Genera l CITY OF E NDS g� DEVELOPME art u ra l DEPAR f V �r Notes 441IFa4:6 DATE: December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: S1.1 General Structural Notes Cont'd. WOOD 29. 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: JOISTS (2X & 3X MEMBERS) HEM -FIR NO. 2 AND BEAMS MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR -LARCH NO. 2 OR HEM -FIR NO. 2 30. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC OR APA IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS, WITH SPANS OVER 30', TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 31. MANUFACTURED LUMBER, PSL, LVL, AND LSL SHOWN ON PLAN ARE BASED PRODUCTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION IN ACCORDANCE WITH ICC-ES REPORT ESR-1387. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PSL (2.OE WS) Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI LVL (2.OE-2600FB WS) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI LSL (1.55E) Fb = 2325 PSI, E = 1550 KSI, Fv = 310 PSI ALTERNATE MANUFACTURED LUMBER MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST HANGERS AND OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND HARDWARE SHALL SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED ITEMS SHALL HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. 32. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE -CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI 1" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD 25 PSF TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 5 PSF TOTAL LOAD 40 PSF WIND UPLIFT (TOP CHORD) 5 PSF BOTTOM CHORD LIVE LOAD 10 PSF (BOTTOM CHORD LIVE LOAD DOES NOT ACT CONCURRENTLY WITH THE ROOF LIVE LOAD) WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 35. 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. 36. 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. 37. 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. 38. 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" 12d 3-1 /4" 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. 39. NOTCHES AND HOLES IN WOOD FRAMING: A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE DEPTH OF THE JOIST. 33. 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 B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT PLYWOOD. GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. 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. 34. 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. C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED. 40. 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 AWC "NATIONAL DESIGN SPECIFICATION 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 STUDS SHALL BE SPACED AT 16" O.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. TWO 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS 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 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.. LAP TOP PLATES AT JOINTS A MINIMUM 4'-0" AND NAIL WITH TWELVE 16d NAILS @ 4" O.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 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. UNLESS INDICATED OTHERWISE, 1/2" (NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" ON -CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING BETWEEN RAFTERS AND JOISTS AT ALL BEARING POINTS WITH A MINIMUM OF (3) 16d TOE NAILS EACH END. TOE -NAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON -CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON -CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON -CENTER TO INTERMEDIATE SUPPORTS. 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. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON -CENTER, MINIMUM TWO NAILS PER BLOCK, UNLESS OTHERWISE NOTED. eL /E�NWNEEMNG 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadvvay - Tacoma, WA 98402 P:253.2$4.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: GFJ REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTI]LDESIGN.COM ISSUE: PERMIT SHERIM% U B Jun``244 General y OF EDMONDS DE udura I Notes Cont'd. DATE: December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: S1.2 Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 30" MINIMUM BELOW GRADE. 3. NEW 4" CONCRETE SLAB OVER 6 MIL VAPOR BARRIER ON 4" OF GRAVEL OR CRUSHED ROCK OVER FIRM UNDISTURBED SOIL OR ENGINEERED COMPACTED BACK -FILL. REINFORCE WITH #3'S AT 16" O.C. EACH WAY CENTERED IN SLAB. PROVIDE CONSTRUCTION/CONTROL JOINTS PER DETAIL 12/S3.1. 4. PROVIDE CORNER BARS PER DETAIL 8/S3.1 AT ALL NEW WALL AND FOOTING INTERSECTIONS. 5. PROVIDE EPDXY GROUTED #4 X 2'-6" DOWELS EMBEDDED A MINIMUM OF 4" INTO EXISTING CONCRETE TO MATCH NEW HORIZONTAL REINFORCING. TYPICAL WHERE NEW CONCRETE WALL OR FOOTING TERMINATES AT EXISTING CONCRETE. EPDXY GROUT PER GENERAL STRUCTURAL NOTES. 6. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS FULL BEARING THROUGH FLOORS TO THE FOUNDATION. 7. VERIFY EXISTING CONTINUOUS CONCRETE FOOTING AROUND THE PERIMETER OF THE EXISTING STRUCTURE. 8. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend �_________NEW STRUCTURAL WALL OR POST ABOVE _________, EXISTING STRUCTURAL WALL OR POST ABOVE 17_ NON-STRUCTURAL WALL BELOW 0 ® EXISTING WALL OR POST BELOW 0 EXISTING STEM WALL & FOOTING 0 NEW STEM WALL & FOOTING SPAN DIRECTION EXTENT OF RAFTERS/JOISTS EXISTING HEADER/BEAM F I I I I I I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I - I I I I L-- I j L— — — — —- STEP NEW FOOTING DOWN PER DETAIL 10/S3.1. BOTTOM OF NEW FOOTING SHALL BE EQUAL TO BOTTOM OF EXISTING FOOTING 12/S3.2 12/S3.2 10/S3.2 I 12/S3.2 — — — — — — STEP NEW FOOTING DOWN PER DETAIL 10/S3.1. BOTTOM OF NEW FOOTING SHALL BE EQUAL TO BOTTOM OF EXISTING FOOTING ------------------ ------------- I -------------� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I I I II I I I I I ill r__J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I� (E) JOISTS I - I I I I I I I I I I IVILU lL) JUL. VV1J I ASSUMED (E DBL. JOIST -ASSUMED (E) I DBL. JOIST I I I I ASSUMED (E DBL. JOIST I I I I I I I I I - I I I I I I I I I I I I I I ;UMED (E) CONTINUOUS I I ICRETE FOOTING I — ----- — — — — — — — — —- I I r--—————— — — — — —— I I ————————— — — — — —� I I I I I ^ I I I 19/S3.2 I (E) JOISTS I I I I I I I I I I L— — — — — — — — — — — — — — I I I I I I I I I — — — — — — — — — — — — — — I II — — — — — — — — — — — — — — — — — J VERIFY (E) CONTINUOUS ---- CONCRETE FOOTING AROUND PERIMETER OF (E) STRUCTURE L ENNEEMN 2124 Third Avenue - Suite ioo - Seattle, WA 98121 P:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: GFJ REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTIJLDESIGN.COM IS PERMIT SHERIM% U B jEoundation Plan CITY°a i n Floor DEV S E Framing Plan Oy_14:6 UA I It: 1/4" = 1'-0" U.N.O. December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: Foundation Plan and Main Floor Framing Plan \\ Scale: 1/4" = 1'-0" \_\ S2,01 Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. NEW ROOF SHEATHING SHALL BE 1 /2" A.P.A. RATED PANELS (EXPOSURE 1, SPAN RATING 32/16), FACE GRAIN PERPENDICULAR TO ROOF FRAMING. NAIL SHEATHING AT ALL FRAMED PANEL EDGES WITH 8D AT 6"O.C. AND TO ALL INTERMEDIATE FRAMING AT 12" O.C. 3. NEW ROOF FRAMING SHALL BE PREFABRICATED ROOF TRUSSES AT 24" O.C. TRUSS DESIGN TO BE PROVIDED BY OTHERS. SEE STRUCTURAL NOTES FOR DESIGN REQUIREMENTS. 4. NEW HEADERS OVER DOOR AND WINDOW OPENINGS SHALL BE (2)2X8 MINIMUM. PROVIDE (2) TRIMMER STUDS (MINIMUM) AT EACH END OF ALL NEW HEADERS UNLESS NOTED OTHERWISE ON PLANS. SEE DETAIL 6/S4.1 FOR TYPICAL INSTALLATION. 5. W # INDICATES NEW SHEAR WALL. SEE 8/S4.1 AND 12/S4.1 FOR CONSTRUCTION REQUIREMENTS. 6. ALL NEW EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE ON PLANS. 7. PROVIDE H1 HURRICANE TIE AT EACH NEW TRUSS WHERE IT BEARS ON EXTERIOR WALL. 8. MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, GL) SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. 9. SPLICE ALL NEW TOP PLATE SPLICES PER DETAIL 10/S4.1. 10. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend 0 ® NEW STRUCTURAL WALL OR POST BELOW NON—STRUCTURAL WALL BELOW O ® EXISTING WALL OR POST BELOW Wx SHEARWALL PER 8/S4.1 AND 12/S4.1 SPAN DIRECTION — > EXTENT OF RAFTERS/JOISTS NEW HEADER/BEAM PER PLAN EXISTING HEADER/BEAM _< NO. OF STUDS IN NEW MULTI —STUD COLUMN OVERFRAME W/ NEW 2x6 @ 24"oc. POST DOWN TO FRAMING BELOW @ 4'-0"oc NEW BLOCKED ROOF DIAPHRAGM: 2x4 FLAT BLKG. AT ALL UNFRAMED PLYWOOD PANEL EDGES. NAIL ALL PLYWOOD PANEL EDGES WITH 8d @ 4"oc & 12"oc FIELD N7 12/S4.2 w (N) PREFABRICATED TRUSSES @ 24"oc TYP. U.N.O. 12/S4.2 SHEATHE & NAIL ALL NEW EXTERIOR WALLS PER W6, TYP. U.N.O. -- -----------------� Lij (E) RAFTERS (E) RIDGE' I / (E) / Q / �QOfLij �Cy ,o CONTINUOUS WALL—\ SHEATHING THRU WALL INTERSECTION 12/S4.2 `I I/-/ )7.Z- UVI4I1I4VVUJ YVr%LL SHEATHING THRU WALL INTERSECTION 00 00 w' o c� 0 w E) RAFTERS ' q� 10/S4.2 — �F` TYP. _ w Cn L Li \�J o (E) HDR. \ Nr/7S I =AL ENNEEMN 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253.2$4.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: GFJ REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTI]LDESIGN.COM IS PERMIT SHERIM% U B Jun``244 20R00f CITY OF ED NDS DEVELOPMEN DEPART Tli n g E Plan SCALE: 1/4" = 11'-0" U.N.O. DATE: December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: Roof Framing Plan Scale: 1/4" = 1'-0" S2,s2 1 2 3 4 CORNER BARS TO CORNER BARS TO CORNER BARS TO MATCH CROSS WALL CORNER BARS TO MATCH CROSS WALL MATCH EXTERIOR HORIZ. REINF. MATCH HORIZ. REINF. HORIZ. REINF. HORIZ. REINF. (alt. hooks) ADDITIONAL TYP. CORNER ADDITIONAL TYP. CORNER VERT. BARS BARS: VERT. BARS BARS: 4 4 CROSS WALL CROSS WALL Double Curtain Single Curtain 6 yp s g Typical Corner Bars at Concrete Walls and Footings O D S-0" min. �/8" x 1/2" PRE —MOLDED SECOND POUR FIRST POUR CONCRETE WALL SEE PLAN FOR SLAB CONT. MASTIC JOINT STRIP. T777 ADD DIAGONAL IN WALL THICKNESS AND (joint may be saw cut at PROVIDE 12" LONG DOUBLE contractors option) TO MATCH WALL REINF. REINFORCING (typ.) SEE PLAN FOR SLAB GREASED SMOOTH DOWEL THICKNESS AND CONSTRUCTION JOINT TO REINFORCING (typ.) MATCH SLAB REINFORCEMENT 0 E CD FOR SLABS GREATER a a a a a THAN 4" IN THICKNESS, PLACE REINFORCING � WITHIN TOP 2 OF SLAB \ \ NORMAL FOOTING / REINFORCING \\ \\ \\ \\ \\ \\ TERMINATE EVERY PLASTIC VAPOR BARRIER ADD BARS TO co OTHER BAR AT JOINT PROVIDE CONTROL OR CONSTRUCTION AND COMPACTED GRANULAR FILL PER PLAN MATCH NORMAL / I� Y JOINTS IN SLABS ON GRADE TO BREAK PLASTIC VAPOR BARRIER \ REINFORCING o 0 0 , UP SLAB INTO RECTANGULAR AREAS AND COMPACTED GRANULAROF 250 SQUARE FEET OR LESS. AREAS \/\/\/\/\/\/\/\� LINE OF EXCAVATION \ \ \ \ \ \ \ \ /r�/r�/r�/r�/r�/r�/r�/r' \ \ �/\ FILL PER PLAN Control Joint TO BE APPROX. SQUARE AND HAVE NO Construction Joint r�/r�� ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. NORMAL FOOTING REINFORCING 9 Typical Stepped Footing Yp pp 9 10 Typical Slab Joints 12 SE I LPCTUIML ENNEEIN 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 p:253.2$4.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: GFJ REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTIJLDESIGN.COM IS' PERMIT SH RESUB Jun 24 2T�ICgI CITY OF ED NDS DEVE D PME S nc rete DEPART Details SCALE:� 3/4" _ �'-o" U.N.O. DATE: December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: S34,1 1 2 3 4 5 6 7 8 HOLDOWN PER PLAN W/ 5/8" 0 PANEL EDGE NAILING OVER THREADED ROD, EPDXY EMBED 12" INTO (E) CONC. EPDXY PER GENERAL STRUCTURAL NOTES •ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. •ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER OR STAINLESS STEEL PER ALL HOEDOWN STUDS/POST ! GENERAL NOTES GENERAL NOTES VERTICAL GRAIN BLKG. TO I BRICK VENEER PER ARCH. UPGRADE (E) WALL TO MATCH HOLDOWN STUDS/POST I 18 SHEARWALL PER PLAN -, WHERE JOISTS ARE PARALLEL, FACE OF WALL BEYOND # 4 x � @ 18"oc SHEARWALL PER PLAN P.T. 2x PLATE W A.B. / SHEARWALL PER PLAN P.T. 2x PLATE W/ A.B. PER SHEARWALL SCHEDULE NAILING PER SHEARWALL SCHEDULE VERIFY OR PROVIDE 2x BLKG. @ 48"oc #4 CONT. AT OPENINGS � SEE PLAN FOR SLAB NAILING PER SHEARWALL PER SHEARWALL SCHEDULE 5 (/8 0 @ 48 oc elsewhere) NAILING PER SHEARWALL (/85 0 @ 48„ oc elsewhere) ' THICKNESS AND SCHEDULE SLAB ON GRADE SCHEDULE SLAB ON GRADE (E) JOISTS & SHEATHING REINFORCING (typ.) (2)#4 CONT. TOP PER PLAN (2)#4 CONT. TOP PER PLAN VERIFY (E) RIM OR BLKG. i (1 ea. side of a.b.) (1 ea. side of a.b.) ti O0 E 00 SLAB ON GRADE PER PLAN I \\/\\/\\/\\/\\/\\/\\/\\ /\\/\\/\\ a a o a o a a �� \ - �. �., �.- �� \\, �.- \\- \/\/\/\/\/\/ fi a a a o a a \/\/\/\/\/\/�� \/\/\/ \/\/\/\/\/\//\/\/\% th a a a a a A35 PER SHEARWALL SCHEDULE i\\/j\\/j\\/ \\//\\//\\//�\/��\/�\......\/� » „ Co a a \\�\\�\\\\�\\�\\ / // // / // // \\//\ i//\ / - #4 @ 18 oc VERT. CTRD.\//\ // / %//\ / - #4 @ 18 oc VERT. CTRD. // _ (E) SILL W/ 'URFP' @ 32"oc N ol - alt. bends ( ) ! alt. bends ( ) ° 3 DOWEL ��\\\\/ 2MAX. W 5 4 0 x 3 SDS SCREWS &/ 2 )1 2"0 TITEN HD CONC. //\\ /j�/j�/j \ \ \r #4 @ 12 oc HORIZ. CTRD. y /��/��/� » \ \ \r #4 @ 12 oc HORIZ. CTRD. / 2 00 4" EPDXY EMBED ( ) \�� \ a SCREWS 4" CONC. EMBED ( ) (<W6 lo\ °°\\// \\� /\\/ \\ (3) #4 CONT. 2' INSTALL THREADED ROD @ \\ \\ (2)#4 CONT. �- -- / //\�/ . (2)#4 CONT. BOT. IS14o SLIGHT ANGLE TO ACHIEVE (E) CONC. WALL a ` \\\ EDGE DISTANCE " 5 » " 85 a 5» 8» 5" 5" 8» 5" 9 10 11 12 SE I LPCTUIML ENNEEIN 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: G FJ REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTIJLDESIGN.COM IS PERMIT SH RES U B Jun 24 022 CITY OFE Iancrete DEVELOPMENT SERVICES DEPARTMEBeta i Is SCALE: 3/4" _ 1'-0" U.N.O. DATE: December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: S302 AIR GAP PER ARCH. BUTT -SPLICE 9ga Ae BETWEEN TIES WIRE #10 x 2" CORROSION 11/2" RESISTANT SCREW 1" ACV VENEER PER ARCH. NOTES: • VENEER TIES SHALL BE SPACED STUD WALL PER PLAN SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF WALL AREA AND SHALL NOT BE SPACED MORE THAN 32"oc HORIZONTALLY 22 GAGE x 1" GALVANIZED TIES AND 18"oc VERTICALLY 2 Brick Veneer Ties PANEL EDGE NAILING OF SHEARWALL BELOW PROVIDE 4x JOIST OR BLKG. @ SHEARWALLS ABOVE W/ EDGE (4)8d INTO BLOCKING N AILING CLOSER THAN 4"oc EA. BLOCK � TYP. DOUBLE TOP PLATE BTWN. JOISTS i JOISTS PER PLAN (1) JOIST BAY OF i TOP PLATE CONNECTION 2x BLKG. @ 48"oc � W/ A35'S A35 (at exterior walls only) OMIT @ HEADERS < 6'-0" (2)16d TOE NAILS (2)16d TOE NAILS EA. JOIST PANEL EDGE NAILING EA. BLOCK (6)16d SHEATHING PANEL JOINT 2x BLOCKING W/ PANEL EDGE NAILING 2x BLOCKING TYP. STUDS ` BEAM OR HEADER BTWN. STUDS BOTTOM PLATE CONNECTION BTWN. STUDS PER PLAN PANEL EDGE NAILING PROVIDE (2) BEARING STUDS U.O.N. Bearing Wall Non —Bearing Wall NOTE: SEE SHEARWALL SCHEDULE FOR ALL NAILING AND CONNECTIONS, NOT OTHERWISE NOTED 5 Typical Header Support w/2 Bearing Studs Yp pp J 6 Typical Shearwall Construction Yp O Shearwall Schedule @@@@@@ SAWN OR MFR. 16d NAILING PER SCHEDULE Panel Edge Top Plate Connection Base Plate Connection LUMBER. 2x MIN. Mark Sheathing SEE NOTES FOR Nailing if TJI if Wood 9 at Wood 10 at Concrete TOP CHORD SPLICE ADDITIONAL 2x NAILER REQUIREMENTS ' W6 15/32" CDX PLYWOOD 8d @ 6"oc 16d @ 6"oc A35 @ 24"oc 16d @ 6"oc 5/8"0 A.B. @ 48"oc (12)16d @ 4"oc IN 1/2" MAX. TO (2) ROWS AT EA. 2 16d @ EA. () EDGE OF t� W4 15 32" CDX PLYWOOD 8d @ 4"oc 16d @ 4"oc A35 @ 16"oc (2)rows 16d @ 6"oc 5 8"0 A.B. @ 32"oc / () / SIDE OF SPLICE STUD, TYP. 16d NAILING PER SCHEDULE WASHER O BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d @ 12"o.c. Detail A Detail C "0 @ 8d NAILS SHALL BE 0.131 x 2 1/2" (common) - 16d NAILS SHALL BE 0.135"0 x 3 1/2" (box) OO EMBED ANCHOR BOLTS AT LEAST 7". EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 4" EMBEDMENT. TITEN HD SCREW ANCHORS BOTTOM CHORD SPLICE 3/8" 1/2" MAY BE SUBSTITUTED FOR ANCHOR BOLTS W/ 4" EMBEDMENT. ALL BOLTS SHALL HAVE 3" x 3" x 1/4" MIN. PLATE WASHERS. PLATE WASHERS SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. SEE DETAIL C. TYPICAL STUDS W/ min tyP• ® 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF W3 AND W2. SPACING PER PLAN SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. PLYWOOD TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. EDGE NAILING EDGE SEE PLANS AND HOLDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. OVER EA. STUD � eq eq (1) ALL EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE. - I @ 7/16" O.S.B. MAY BE SUBSTITUTED FOR 15/32" CDX. 16d NAILING PER SCHEDULE _ ® LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. 4 -0 min. BETWEEN SPLICES Detail B @ A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. SPLICE TO OCCUR AT PLAN VIEW AT ABUTTING PANEL @ AT MULTI -ROW NAILING, MINIMUM OFFSET BETWEEN ROWS AND ROW SPACING 1/2", SEE DETAIL D. OF VERT. STUD TYP. EDGES OF W3 & W2 RM 0 PROVIDE (3) ROWS 16d @ 6"oc AT LVL RIMS. Detail D 9 Typical Top Plate Splice 10 Shearwall Schedule - Sheathed One Side 12 Si L ENNEEGWWN 2124 Third Avenue - Suite ioo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: GF3 REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTIJLDESIGN.COM ISSUE: PERMIT SHERIM% U B JunTypica I Wood CITY OF ED NDS DEVELOPMEN i n g DEPART E Details SCALE:� 3/4" _ 1'-0" U.N.O. DA 1 E: December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: S4,01 1 2 3 4 5 6 7 8 8d @ 6"oc NAILING PER SHEARWALL SCHEDULE 8d @ 6"oc SHEATHING PER PLAN TRUSSES & SHEATHING (N) 2x4 x CONT. W/ PER PLAN (2) 16d @ EA. RAFTER (N) 2x6 x CONT. W/ (2)16d FULL DEPTH BLOCKING (may be drilled for venting) @ EA. RAFTER 8d @ 6"oc (N) FTER SHEATHE & NAIL TO PER PLAN MATCH SHEARWALL BELOW NAILING PER SHEARWALL FASCIA SCHEDULE PER ARCH. ---'" (E) RAFTERS & SHEATHING PRE—MANUF. TRUSS NAILING PER SHEARWALL NAILING PER PER PLAN SCHEDULE "- VERIFY OR PROVIDE SHEARWALL per arch. (E) RAFTERS & SHEATHING FULL —DEPTH BLKG. SCHEDULE H1 EA. TRUSS LTP4 PER SHEARWALL SCHEDULE HEADER/BEAM TRIM BACK (E) RAFTER SHEARWALL PER PLAN PER PLAN TAILS UPGRADE (E) WALL TO SHEARWALL PER PLAN 9 10 11 12 S I SAL ENNEEMN 2124 Third Avenue - Suite loo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253.2$4.9470 ssfengineers.com _ Copyright 2021 Swenson Say Faget - All Rights Reserved _ DRAWN: SRK DESIGN: JDT CHECKED: JDT APPROVED: GFJ REVISIONS: _ JURISDICTIONAL APPROVAL STAMP: _ PROJECT TITLE: LESSLEY RESIDENCE 22629 96TH AVENUE WEST EDMONDS, WASHINGTON 98020 _ ARCHITECT: LUXE STIJL DESIGN 343 NORTH 105TH STREET UNIT B SEATTLE, WASHINGTON 98133 TELEPHONE 206.619.6097 ANGELA@LUXESTI]LDESIGN.COM _ ISSUE: PERMIT SH ERffS U B JCI F®2 Framing DEVELOPMENT SERVICES DEPARTMDetails SCALE: 3/4" _ �'-o" U.N.O. DATE: December 14, 2021 PROJECT NO: 10509-2021-01 SHEET NO: S4,s2