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APPROVED BLD PLN RESUB1 BLD2024-0551+Architectural_Plan+8.21.2024_10.49.49_AM+4454078REFERENCE DOCUMENTS REQUIREMENTS FROM THE FOLLOWING REFERENCE DOCUMENTS SHALL BE INCLUDED IN THE SCOPE OF WORK. STRUCTURAL CALCULATIONS REFER TO STRUCTURAL AND SHORING CALCULATIONS BY EVIN GIBBON OF SSF STRUCTURAL ENGINEERING. STORMWATER CALCULATIONS REFER TO CALCULATIONS PREPARED BY DEAN FURR OF FURR ENGINEERING GEOTECH REPORT REFER TO GEOTECH REPORT PREPARED BY PHIL HABERMAN OF COBALT ENGINEERING CRITICAL AREAS REPORT REFER TO PAGE 3 OF GEOTECH REPORT PREPARED BY PHIL HABERMAN OF COBALT ENGINEERING ASSOCIATED RECORDS DEVELOPMENT REVIEW COMMITTEE RECORD NO. DRC2024-0005 CRITICAL AREA RECORD NO. CRA2024-039 WATER/ SEWER AVAILABILITY RECORD NO. ENG2024-0051 ENG2024-0052 DEMOLITION PERMIT RECORD NO. BLD2024-0549 SINGLE FAMILY HOME RECORD NO. BLD2024-0547 ACCESSORY STRUCTURE (GARAGE) RECORD NO. BD2024-0551 ADDITIONAL DOCUMENTATION PER 2021 IRC APPENDIX AWY CONSTRUCTION AND DEMOLITION MATERIAL MANAGEMENT, MATERIAL MANAGEMENT REPORTS ARE REQUIRED PER THIS SECTION FOR CONSTRUCTION HAVING A WORK AREA GREATER THAN 750 SQUARE FEET. PRIOR TO PERMIT ISSUANCE, THE APPLICANT SHALL SUBMIT THE FOLLOWING ADDITIONAL FORMS AS REQUIRED BY THE CITY OF EDMONDS: 1. CITY OF EDMONDS SALVAGE ASSESSMENT FORM B-90 PER AWY103.2 2. CITY OF EDMONDS SPECIAL INSPECTIONS AND TESTING AGREEMENT PRIOR TO ISSUANCE OF THE CERTIFICATION OF OCCUPANCY, THE APPLICANT OR CONTRACTOR SHALL SUBMIT THE FOLLOWING ADDITIONAL FORMS AS REQUIRED BY THE CITY OF EDMONDS: 1. A WASTE DIVERSION REPORT PER AWY103.3 RECYCLE OF MATERIAL PER AWY 103.1 ALL SITES WHERE RECYCLABLE CONSTRUCTION AND DEMOLITION MATERIALS ARE GENERATED AND TRANSPORTED FOR RECYCLING MUST PROVIDE A SEPARATE CONTAINER FOR NONRECYCLABLE MATERIALS PURSUANT TO WAC 173-345-040 FLOOR AREAS FIRST FLOOR: HEATED: HOUSE: 2,004 SF UNHEATED: ATTACHED GARAGE 500 SF DETACHED GARAGE 248 SF 1ST FL TOTAL: 2,752 SF SECOND FLOOR: HEATED: HOUSE: 1,796 SF UNHEATED: OCCUPIABLE DECK: 2ND FL TOTAL: 1,849 SF BUILDING TOTAL: 4,601 SF 53 SF (UNDER SEPARATE PERMIT) 1 SPECIAL INSPECTIONS ARE REQUIRED FOR THE FOLLOWING: 1 1 Reinforced Concrete � Structural Observation by � � 1 Spray applied Fireproofing design professional 1 Bolting in Concrete _/Structural Masonry Grading/soils 1 � Smoke Control Systems �% Prestressed Concrete Structural Steel/Welding 1 Lateral Wood Retaining Wall Block Installation 1 Shotcrete High Strength Bolting 1 Retaining Wall Footings 1 i EARTH DISTURBANCE TOTAL NET EXCAVATION (APPROX.): 0 CY SEE SHEET C3.0 TREE PLANTING LOT SIZE 7,920 SF REQUIRED TREE PLANTING PER 8,000 SF: 3 TREES TOTAL TREES REQUIRED 3 TREES TOTAL EXISTING TREES 0 TOTAL NEW PLANTED TREES 3 TOTAL TREES PROVIDED ON SITE 3 ECDC 23.10.060.C.5 FOR DEVELOPING PROPERTIES IDENTIFIED IN SUBSECTION (A) OF THIS SECTION THAT HAVE FEWER THAN THREE SIGNIFICANT TREES, TREES SHALL BE RETAINED AND/OR PLANTED THAT WILL RESULT IN THE SITE HAVING AT LEAST THREE TREES, WHICH WILL BE SIGNIFICANT AT MATURITY, PER 8,000 SQUARE FEET OF LOT AREA. SIGNIFICANT TREES MEAN 6" DIAMETER AT 4'-6" ABOVE GROUND AT MATURITY MECHANICAL /VENTILATION NOTES 1. NEW RESIDENCE TO HAVE INITIAL HEATING VIA ZONED IN -FLOOR HYDRONIC HEAT USING A GAS BOILER COMPLYING WITH C403.3.2(6) AND SUPPLEMENTAL HEATING AND COOLING VIA AIR SOURCE HEAT PUMP COMPLYING WITH C403.3.2(2). 2. THE MECHANICAL WHOLE -HOUSE VENTILATION SYSTEM SHALL COMPLY WITH IRC M1505.4. A SINGLE CONTINUOUSLY OPERATING, DUAL SPEED EXHAUST FANS WITH MANUAL OVERRIDE WILL EACH PROVIDE 30 CFM CONTINUOUS EXHAUST FOR A TOTAL OF 90 CFM. PER TABLE M1505.4.3(1): 3,001 - 4,500 SF DWELLING UNIT WITH 4-5 BEDROOMS: 90 CFM CONTINUOUS. INTERMITTENTLY OPERATING EXHAUST FANS SHALL BE PROVIDED IN BATHROOMS AND LAUNDRY ROOMS AT MINIMUM 50 C.F.M. AND IN THE KITCHEN AT MINIMUM 100 C.F.M. (VERIFY MANUFACTURER AND LOCATION WITH ARCHITECT). 3. SUPPLY AND EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO R-8 FOR DUCTS 3 INCHES IN DIAMETER OR LARGER AND R-6 FOR DUCTS SMALLER THAN 3 INCHES IN DIAMETER PER R403.3.1. INTERMITTENT EXHAUST DUCTS SHALL BE EQUIPPED WITH BACK DRAFT DAMPERS. 4. INTERMITTENTLY OPERATING EXHAUST FANS SHALL BE CONTROLLED BY MANUAL SWITCHES, TIMERS, DEHUMIDISTATS, OR OTHER APPROVED MEANS. 5. A WRITTEN REPORT OF THE AIR LEAKAGE TEST RESULTS, SHALL BE SIGNED BY THE TESTING PARTY AND PROVIDED TO THE BUILDING INSPECTOR, PRIOR TO INSPECTION. ROOF VENTING: ROOF ASSEMBLIES AT UNVENTED CAVITY UNVENTED ROOF ASSEMBLIES TO BE FILLED WITH AIR -IMPERMEABLE SOLID SPRAY FOAM INSULATION. REFER TO SHEETS A3.1, A3.2 & 3.3 FOR ASSEMBLY INFORMATION AND REFER TO MATERIAL NOTES ON SHEET A2.1 FOR THE "INSULATION -SPRAY FOAM" SPECIFICATION. ROOF ASSEMBLIES AT VENTED CAVITY VENTED ROOF ASSEMBLIES TO COMPLY WITH IRC R806. PROVIDE VENT ON BOTH SIDE OF EACH RAFTER BAY. VENT OPENINGS TO BE >16" AND < a". NET FREE AREA AT EACH RAFTER BAY IS 1/300 OF THE AREA OF THE VENTED SPACE. CONTRACTOR TO PROVIDE A 60% OPEN LINEAR VENT UNDER THE ROOF DECK AT ALL JOIST CAVITIES. NOT LESS THAN 1"SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING. CRAWL SPACE VENTING PER IRC R408.2 EXCEPTION, THE TOTAL AREA OF VENTILATION OPENINGS SHALL BE PERMITTED TO BE REDUCED TO 1/1,500 OF THE UNDER -FLOOR AREA WHERE THE GROUND SURFACE IS COVERED WITH AN APPROVED CLASS I VAPOR RETARDER MATERIAL AND THE REQUIRED OPENINGS ARE PLACED TO PROVIDE CROSS VENTILATION OF THE SPACE. CRAWLSPACE VENT DETAIL /SPECIFICATION PER ARCHITECT.. TOTAL CRAWL SPACE AREA: VENT AREA REQUIRED (1,988 / 1,500): VENT AREA PROVIDED: 1,988 SF 1.32 SF 1.33 SF �TYP. CRAWL SPACE VENTS (16" X 8") AT 75% OPEN = 0.666 SF NET FREE AREA 1 i CONSTRUCTION &DEMOLITION MATERIAL MANAGEMENT _�_��_�_��_�_��_�_��_�_��_�_��_�_��_�_�r � PETHIS PROJECTEPROVIDEOTHE REQUIRED REPORTSTO � � OBTAIN ELECTRICAL ■ INCLUDING THE FOLLOWING: 1 � PERMIT FROM 1 1 ■ WASTE DIVERSION REPORT 1 STATE LABOR & ■ SEPARATE CONTAINERS 1 � __.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._..1 � INDUSTRIES FIRE PROTECTION 1. PROVIDE AUTOMATIC SPRINKLERS IN THE DWELLING UNIT PERSUANT TO IFC APPENDIX B105.1. THE SYSTEM SHALL BE DESIGNED AND INSTALLED PER NFPA 13D STANDARDS. SUBMIT SHOP DRAWINGS FOR THE FIRE PROTECTION SYSTEMS THROUGH THE DEPARTMENT OF CONSTRUCTION AND INSPECTIONS FOR APPROVAL PRIOR TO INSTALLATION. 2. GARAGE FIRE SEPARATION. 2.1. PROVIDE ONE OF THE FOLLOWING BETWEEN THE GARAGE AND THE DWELLING UNIT: A 1-3.8" SOLID -CORE WOOD DOOR, A 1-3/8" HONYCOMB STEEL DOOR, OR A 20MIN FIRE RATED GARAGE /DWELLING DOOR EQUIPPED WITH A SELF CLOSING DEVICE. 2.2. PROVIDE MIN 1/2" GYPSUM WALLBOARD AT GARAGE WALLS AND 5/8" TYPE X GYPSUM BOARD CEILING SEPARATING THE GARAGE FROM THE DWELLING APPROVED PLANS MUST BE ON JOB SITE LOT LINE STAKES MUST BE IN PLACE AT TIME OF FOUNDATION INSPECTION 1 FASTENERS AND CONNECTORS EXPOSED TO SALT WATER OR LOCATED 1 � WITHIN 300 FEET OF A SALTWATER SHORELINE SHALL BE STAINLESS STEEL PER 2021 IRC TABLE R507.2.3 FOOTNOTE B. 1 City Of Edmonds Building Department Work ' --------------------------------------------------- DETACHED GARAGE Address 326 SUNSET AVE Owner REID----------------- ------------------- Approved Date ; 09/03 024 Building Official ; � (, Permit Number � BLD2024-0551 ZONING INFORMATION LOT AREA 7,920 SF SETBACKS FRONT YARD: 20'-0" REAR YARD: 15'-0" NORTH SIDE YARD: 5'-0" SOUTH SIDE YARD: 5'-0" HEIGHT LIMIT THE BASE HEIGHT OF THE ACCESSORY STRUCTURE CAN BE 15 FEET MAXIMUM ABOVE THE AVERAGE GRADE. AVERAGE GRADE IS CALCULATED USING THE AVERAGE OF THE HEIGHT OF THE EXISTING GRADE AT THE FOUR CORNERS OF THE BUILDING INSIDE THE SMALLEST RECTANGELE. FOR THIS PROJECT, MAXIMUM HEIGHT IS 15 FT. ABOVE THE AVERAGE GRADE (+45.0' PER AVERAGE LEVEL CALCULATION BELOW). HEIGHT LIMIT (45.0' + 15'): + 60.0' PROPOSED HEIGHT: + 69.06' LOT COVERAGE DIAGRAM SITE AREA = 7,920 SF MAX COVERAGE = 35% OF LOT AREA FOR LOT GREATER THAN 5000 SF = 7,920 x .35 = 2,772.00 SF CURRENT LOT COVERAGE = 2,505.5 SF + 244.7 SF + 11.9 SF + 9.6 SF = 2,771.7 < 2,772 SF 120.00' AVERAGE GRADE LEVEL CALCULATION CALCULATION OF AVERAGE LEVEL (PER ECDC 21.40.030.B): REFER TO DIAGRAM BELOW FOR VARIABLES. CORNER ELEVATIONS A = +44.75' B = +44.75' C = +45.50' D = +45.15' FORMULA: A+B+C+D 4 180.15 4 AVERAGE GRADE LEVEL FOR GARAAGE _ +45.0' AVERAGE GRADE DIAGRAM _ (180.15') / 4 = 45.037' MAX HEIGHT =AVERAGE GRADE + 15' = 45.037' + 15' = 60.037' _� ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com PROJECT TITLE JOB NUMBER REID 2303 326 SUNSET AVE N. EDMONDS WA, 98020 ISSUE /REVISIONS DATE PERMIT SET PERMIT CORRECTIONS 02 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT "�i�l�Mal'�------ . TYLER CHASE ENGLE STATE OF WASHINGTON 06.06.2024 08.20.2024 DEDICATED APPROVAL STAMP SPACE APPROVED B P,LANNING Aug 2 2024 R E S U B Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DRAWING TITLE GARAGE PROJECT DATA, NOTES & ZONING CODE DRAWN /CHECKED BY DRAWN BY: E.LUND CHECKED BY: T. ENGLE DATE SHEET NUMBER 06.13.2024 �O ■ O MAX. BUILDING HEIGHT�O� - 60.0' (V.I.F.) T.O. ROOF - - 56.34' (V.I.F.) 0 in CONC-FL1 44.99' (V.I.F.) � AVG. GRADE 45.0' (V.I.F.) 8 9 I 12'-0° I I I 31DING CORNER TRIM" "LAP SIDING" (TYP.) ' CLAD GARAGE DOOR 1 NORTH ELEVATION SCALE: 1/4" = 1'-0" 0 5 � � 1 10 C D E MAX. BUILDING I I i 10'-0" 15'-5" HEIGHT�O� _ - - - - - - - _ _ _ _ - - - - - - - 60.0' (V.I.F.) I I i I I i T.O. ROOF - - � � � 56.34' (V.I.F.) 0 in CONC-FL1 44.99' (V.I.F.) � AVG. GRADE _ _ 45.0' (V.I.F.) � EAST ELEVATION J SCALE: 1/4" = 1'-0" 0 5 1 10 EXTERIOR WOOD JOIST W/ENDCAP" "WOOD SOFFIT" �AL DOWNSPOUT" (TYP.) � SIDING CORNER TRIM" "LAP SIDING" (TYP.) U I I 12'-0" '-5 5/8" 1'-5 9'-0 3/4" ______116.1 ____ ��� 0 3 N A2.5 � � "LEVEL 2" EV CHARGING OUT �- - - - - - - I 4 I A2.5 I J 0 � A2.5 � INTERCONNECT SMOKE ALARMS ARE A REQUIRMENT � iv � OF THIS PERMIT IN ACCORDANCE WITH R314.4. 1 - 5 DETACHED GARAGE FLOOR PLAN SCALE: 1/4" = 1'-0" 0 5 1 10 C D E MAX. BUILDING I I I HEIGHT 15'-0� 10'-0" 15'-5" I I I I I I T.O. ROOF _ _ _ _ _ _ _ _ 0 in CONC-FL1 I I 44.99' (V.I.F.) � AVG. GRADE \L 45.0' (V.I.F.) 2 WEST ELEVATION SCALE: 1/4" = 1'-0" 0 5 � � 1 10 MAX. BUILDING 12'-0" HEIGHT 15'-0� - - - - - - - - - - - - - - - - 60.0' (V. I. F. ) I I T.O. ROOF — — 56.34' (V.I.F.) CONC - FL 1 44.99' (V.I.F.) � AVG. GRADE _ _ 45.0' (V.I.F.) 4 SOUTH ELEVATION SCALE: 1/4" = 1'-0" 0 5 1 10 �°J 1 A2.5 3 CV M I Q I N I I N � I I 2.5 1.5:12 (TYP.) I I I I .S. CV 2'-6" 12'-0" I 17'-5" 2'-6" I F% 6 DETACHED GARAGE ROOF PLAN SCALE: 1/4" = 1'-0" 0 5 1 10 SAL DOWNSPOUT" (TYP.) P SIDING CORNER TRIM" "LAP SIDING" (TYP.) STANDING SEAM METAL ROOF" EXTERIOR WOOD JOIST W/ ENDCAP" SIDING CORNER TRIM" "LAP SIDING" (TYP.) PROJECT INFORMATION PROJECT DESCRIPTION DEMOLISH THE EXISTING SINGLE-FAMILY RESIDENCE. CONSTRUCTION OF A NEW SINGLE- FAMILY RESIDENCE WITH 2-CAR ATTACHED GARAGE, ALL WOOD FRAME CONSTRUCTION ON CONCRETE FOUNDATIONS PROJECT ADDRESS 376 SUNSET AVE EDMONDS, WA 98020 LEGAL DESCRIPTION SEC 23 TWP 27 RGE 03RT-10) BAAP ON E BDY CO RD 214FT N OF NE COR OF FRONT & EDMONDS STS TH ELY AT R ANG 120FT TH NLY AT R ANG 66FT TH WLY AT R ANG 120FT TH SLY 66FT TO POB PARCEL ID: 27032300101100 PROJECT DIRECTORY OWNER KEVIN & CAROLYN REID 21717 MAKAH ROAD WOODWAY, WA 98020 ARCHITECT TYLER ENGLE A.I.A. / ERIK LUND, R.A. TYLER ENGLE ARCHITECTS PS 2126 WESTLAKE AVENUE SEATTLE, WA 98121 PH 2O6.621.7150 STRUCTURAL ENGINEER SWENSON SAY FACET EVIN GIBBON, P.E., S.E. 2124 THRID AVE, SUITE 100 SEATTLE, WA 98121 PH 2O6.443.6212 ASSOCIATED RECORDS DEVELOPMENT REVIEW COMMITTEE RECORD NO. DRC2024-0005 CRITICAL AREA RECORD NO. CRA2024-039 DEMOLITION PERMIT RECORD NO. BLD2024-0549 SINGLE FAMILY HOME RECORD NO. BLD2024-0547 _� ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com PROJECT TITLE JOB NUMBER REID 2303 326 SUNSET AVE N. EDMONDS WA, 98020 ISSUE /REVISIONS DATE PERMIT SET PERMIT CORRECTIONS 20 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT -r,�wv��_______ . TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE 06.06.2024 08.19.2024 RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DRAWING TITLE ACCESSORY STRUCTURE: DETACHED GARAGE DRAWN /CHECKED BY DRAWN BY: E. RUIVO CHECKED BY: E. LUND, T. ENGLE DATE 06.13.2024 SHEET NUMBER A2.5 GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) 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: GARAGES FLOOR LIVE LOAD PASSENGER VEHICLES .............. 40 PSF FLOOR CONCENTRATED LOAD (PASSENGER VEHICLES) ......... 3000 LBS HANDRAILS AND GUARDS GUARDRAILS/BALCONY RAILS .................... 50 PLF GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD .......... 200 LBS RESIDENTIAL FLOOR LIVE LOAD ........................ 40 PSF ROOF ROOF LIVE LOAD ......................... 20 PSF MISCELLANEOUS LOADS DECKS ........................ 1.5 x AREA SERVED MECHANICAL UNITS ..........WEIGHTS FURNISHED BY MANUFACTURER PV PANEL ZONES ......................... 4 PSF DEFLECTION CRITERIA LIVE LOAD DEFLECTION ..................... L/480 TOTAL LOAD DEFLECTION ..................... L/240 ENVIRONMENTAL LOADS RISK CATEGORY II RAIN ............................ 1.5 IN/HR SNOW .. Ce=1.0, Is=1.0, Ct=1.1, Cs=1.0, Pg=25 PSF, Pf=25 PSF, Ps=25 PSF WIND ........ GCpi=0.18, 98 MPH, EXPOSURE "D" EARTHQUAKE: ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS Vs = 16.2 KIPS, SITE CLASS=D, Ss=1.288, Sds=1.03, S1=0.454, Sd1=0.838, Cs=0.159, SDC D, 1e=1.0, R=6.5 3. 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. 4. 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. 5. 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". 6. 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. 7. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL STEEL APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT WHERE REQUIRED. QUALITY ASSURANCE 8. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH 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. STRUCTURAL STEEL FABRICATION AND ERECTION PER AISC 360 GEOTECHNICAL 9. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE (NATIVE SOILS /STRUCTURAL FILL)...... 2500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED)....... 55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED)....... 300 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) ............. 0.4 SEISMIC SURCHARGE PRESSURE (RESTRAINED/UNRESTRAINED....... 14H/7H PSF SOILS REPORT REFERENCE: Cobalt Geosciences September 13,2023 CONCRETE 10. 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. 11. 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 318-19, TABLE 19.3.2.1 MODERATE EXPOSURE, F1. 12. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE CONFORMING TO ASTM A615, GRADE 60, FY = 60.000 PSI. 13. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315R-18 AND 318-19. 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 318-19, 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. 14. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ............................... 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) .... 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER).. 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS .............. 1-1/2" SLABS AND WALLS (INT. FACE)... GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 15. 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. ANCHORAGE 16. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "TITEN HD" 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. 17. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT-HY 200 V3" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-4868. BASE MATERIAL TEMPERATURE SHALL BE BETWEEN 14 DEGREES AND 104 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. OVERHEAD INSTALLATIONS REQUIRE THE USE OF PISTON PLUGS (HIT-SZ,-IP) DURING INJECTION. OVERHEAD ANCHORS OR BARS MUST BE SUPPORTED WITH HIT-OWH, OR EQUIVALENT, UNTIL FULLY CURED. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. STEEL 18. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A. AISC 360-16 AND SECTION 2205 OF THE INTERNATIONAL BUILDING CODE. B. JUNE 15, 2016 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 303-16) AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C.SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS. 19. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE C, FY = 46 KSI (ROUND), FY = 50 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 20. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC 303-16. 21. ALL ANCHORS EMBEDDED IN CONCRETE SHALL BE A307 HEADED BOLTS OR F1554 GRADE 36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 22. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT -LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. WOOD 23. 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 2021. 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 24. 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. 25. 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 (2.0E-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. 26. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION, IN ACCORDANCE WITH ICC-ES REPORT ESR-1153. ALTERNATE PLYWOOD WEB JOIST 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. 27. 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. ROOF SHEATHING SHALL BE 5/8" (NOMINAL) WITH SPAN RATING 32/16. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. 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. 28. 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. 29. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1-20 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. 30. 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. 31. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2021. 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. 32. 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. C. ALL FASTENERS EXPOSED TO WEATHER SHALL BE STAINLESS STEEL. 33. 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. B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT 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 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. C.NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED. 34. 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 2304.10.2. 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. D. WOOD SHRINKAGE: MECHANICAL, ELECTRICAL, PLUMBING FIRE PROTECTION, CLADDING, AND OTHER SYSTEMS INSTALLED WITHIN THE BUILDING SHALL BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE 3/8" OF VERTICAL MOVEMENT PER FLOOR LEVEL i v v � v v v v v�iv� � w � �i v � � � wwv v � w v 35. DEFERRED SUBMITTALS: SHOP DRAWINGS AND CALCULATIONS OF DEFERRED SUBMITTAL COMPONENTS SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENTS DESIGNER PRIOR TO REVIEW BY THE ARCHITECT AND ENGINEER FOR GENERAL CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE INCLUDED. SHOP DRAWINGS SHALL INCLUDE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE. DESIGN CALCULATIONS SHALL ACCOMPANY ALL DEFERRED SUBMITTALS. THE ARCHITECT OR CONTRACTOR SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. DEFERRED SUBMITTAL BUILDING COMPONENTS FOR THIS PROJECT SHALL INCLUDE: GUARDRAILS, HANDRAILS PREFABRICATED METAL STAIRS ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com r���v LJVJ 326 SUNSET AVE N. EDMONDS WA, 98020 ISSUE /REVISIONS DAB PERMIT SET 06.06.2024 PERMIT CORRECTIONS 20 08.15.2024 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DRAWING TITLE GENERAL NOTES DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE DATE SHEET NUMBER 06.13.2024 0.1 g yo �p � 12 - �I� �-I - - - GL51/2"x12" - I -� 4" THIC CONC. � ti4� v SLAB O GRADE � PER PLAN NOTE a OG - - - - - - - - 9 SIM � DETACHED GARAGE 5 g DETACHED�Ai�� 5.4 5 UNDER SEPARATE PERMI S5. UNDER SEPARATE PER IT S5.1 � S5.1 - - - - /- - - i a - - - - - - - "LEVEL 2" EV CHARGING OUTL�T � do � I G� - - - - - -� I -ti - - - =--_ -o __ -- - - - - _ -_-�- 5 G� S5.1 I I � N � GARAGE FOUNDATION PLAN �� � SCALE: 1/4" = 1'-0" 0 5 � � 1 10 2 GARAGE ROOF PLAN SCALE: 1/4" = 1'-0" 0 5 1 10 FOUNDATION PLAN NOTES ROOF FRAMING PLAN NOTES (TYPICAL, UNLESS NOTED OTHERWISE) (TYPICAL, UNLESS NOTED OTHERWISE) 1. DO NOT SCALE DRAWINGS. REFER TO 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. THE BOTTOM OF ALL EXTERIOR FOOTINGS SHALL 2. ROOF SHEATHING SHALL BE 5/8" TONGUE AND BE 18" MINIMUM BELOW GRADE. GROOVE A.P.A. RATED PANELS (EXPOSURE 1, SPAN RATING 32/16). FACE GRAIN PERPENDICULAR TO 3. 4" CONCRETE SLAB OVER 10 MIL VAPOR BARRIER SUPPORTS OVER ROOF FRAMING PER PLAN. NAIL ON 4 OF GRAVEL OR CRUSHED ROCK OVER FIRM SHEATHING AT ALL FRAMED PANEL EDGES WITH 8D UNDISTURBED SOIL OR ENGINEERED CONMPACTED AT 6" O.C. AND TO ALL INTERMEDIATE FRAMING AT BACK -FILL PER GEOTECHNICAL ENGINEER. 12" O.C. REINFORCE WITH #3 BARS AT 16" O.C. E.W. PROVIDE CONSTRUCTION/CONTROL JOINTS PER 3. ROOF FRAMING SHALL BE 11 7/8" TJI 110 @ 24" DETAIL 1&2/S5.1. O.C. UNLESS NOTED OTHERWISE ON PLANS. SEE STRUCTURAL NOTES FOR DESIGN REQUIREMENTS. 4. STEP FOOTINGS AS REQUIRED TO ACCOMMODATE CHANGES IN GRADE PER 3/S5.2. 4. ROOF DECK SHEATHING SHALL BE 3/4" TONGUE AND GROOVE A.P.A. RATED PANELS (EXPOSURE 1, 5. PROVIDE CORNER BARS PER DETAIL 3/S5.1. AT ALL SPAN RATING 48/24). GLUE AND NAIL AT ALL WALL AND FOOTING INTERSECTIONS. FRAMED PANEL EDGES WITH 8D @ 6" OC AND TO 6. VERIFY ALL TOP OF CONCRETE HEIGHTS @EACH ALL INTERMEDIATE FRAMING AT 12" OC. CONDITION. NOTIFY ARCHITECT WITH ANY 5. HEADERS OVER DOOR AND WINDOW OPENINGS CONFLICTS. SHALL BE 4X8 MINIMUM. PROVIDE (2) TRIMMER 7. FLOOR SHEATHING SHALL BE 3/4" T&G APA RATED STUDS (MINIMUM) AT EACH END OF ALL HEADERS PANELS. GLUE AND NAIL AT ALL FRAMED PANEL UNLESS NOTED OTHERWISE ON PLANS. SEE DETAIL EDGES WITH 10D AT 6" O.C. AND TO ALL 5/S5.4 FOR TYPICAL INSTALLATION. INTERMEDIATE FRAMING AT 12" O.C. 6. PROVIDE (2) STUDS (MINIMUM) AT EACH END OF 8. HEADERS OVER DOOR AND WINDOW OPENINGS ALL BEAMS UNLESS NOTED OTHERWISE ON PLANS. SHALL BE 4X8 MINIMUM. PROVIDE (2) TRIMMER BEAR BEAM FULLY ON BUILT UP COLUMN AND STUDS (MINIMUM) AT EACH END OF ALL HEADERS PROVIDE AC, PC, OR LPC CAP. UNLESS NOTED OTHERWISE ON PLANS. SEE DETAIL � W #INDICATES SHEAR WALL. SEE SHEARWALL 5/S5.4 FOR TYPICAL INSTALLATION. SCHEDULE FOR CONSTRUCTION REQUIREMENTS. 9. PROVIDE (2) STUDS (MINIMUM) AT EACH END OF g. ALL EXTERIOR WALLS SHALL BE W6, UNLESS ALL BEAMS UNLESS NOTED OTHERWISE ON PLANS. OTHERWISE NOTED ON PLANS. BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE AC, PC, OR LPC CAP. 9. PROVIDE H1 HURRICANE TIE AT EACH TRUSS/RAFTER WHERE IT BEARS ON EXTERIOR 10. W #INDICATES SHEAR WALL. SEE SHEARWALL WALL. SCHEDULE FOR CONSTRUCTION REQUIREMENTS. 10. MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, 11. ALL EXTERIOR WALLS SHALL BE W6, UNLESS GL) SHALL BE INSTALLED WITH A MOISTURE OTHERWISE NOTED ON PLANS. CONTENT OF 12% OR LESS. THE CONTRACTOR 12. (X)CS16 INDICATES VERTICAL HOLD-DOWN STRAP SHALL MAKE PROVISIONS DURING CONSTRUCTION AT END OF SHEAR WALL ABOVE. (X) INDICATES TO PREVENT THE MOISTURE CONTENT OF STRAP QUANTITY. SEE DETAIL 7/55.2 FOR INSTALLED BEAMS FROM EXCEEDING 12% INSTALLATION. 11. SPLICE ALL TOP PLATE SPLICES PER DETAIL 6/55.4. 13. MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, 12. REFER TO GENERAL STRUCTURAL NOTES FOR GL) SHALL BE INSTALLED WITH A MOISTURE ADDITIONAL REQUIREMENTS. CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION 13. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS TO PREVENT THE MOISTURE CONTENT OF OR POSTS BELOW AND SHALL HAVE CONTINUOUS INSTALLED BEAMS FROM EXCEEDING 12% FULL BEARING THROUGH FLOORS TO THE FOUNDATION. 14. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS 14. ALL BEAMS TO BE FLUSH WITH FLOOR FRAMING FULL BEARING THROUGH FLOORS TO THE U.N.O. FOUNDATION. 15. SPLICE ALL TOP PLATE SPLICES PER DETAIL 6/55.4. 16. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 17. ALL BEAMS TO BE FLUSH WITH FLOOR FRAMING U.N.O. STRUCTURAL LEGEND ` DIRECTION OF FRAMING DETAIL NUMBER �" y EXTENT OF FRAMING �� X� � REFERENCE SHEET W# SHEARWALL � POST J 1 HANGER PER SCHEDULE WALL /OBJECT ABOVE � HANGER PER SCHEDULE, CONCEALED FASTENER EXTENT OF ROOF ABO - - BEAM/HEADER STRUCTURAL WALL - � - BEAM CONTINUOUS AT POST NON-STRUCTURAL WA BEAM DISCONTINUOUS AT POST FOUNDATION WALL i ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com REIDTITLE JO62303 326 SUNSET AVE N. EDMONDS WA, 98020 ISSUE /REVISIONS DATE © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT -r�vw� TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE DRAWING TITLE ACCESSORY GARAGE DRAWN /CHECKED BY DRAWN BY: E.LUND CHECKED BY: T.ENGLE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SHEET NUMBER 1.5 SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP.) TERMINATE EVERY OTHER BAR AT JOINT PLASTIC VAPOR BARRIEf. AND COMPACTED GRANULAR FILL PER PLAN 1/8" X 1 1/2" PRE -MOLDED CONT. MASTIC JOINT STRIP. (JOINT MAY BE SAW CUT AT CONTRACTOR'S n�TION) 1 TYP. SLAB CONTROL JOINT SCALE: 3/4" = 1'-0" PANELEDGEI ALL HOLDOWI HOEDOWN (W PER PLAN W/ , HOEDOWN SC SHEARWALL F (2) #4 CONT. T SIDE OF A.B.) z 00 PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 250 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. P.T. 2x PLATE W/ A.B. PER SHEARWALL SCHEDULE (5/8" DIA. @ 48" O.C. ELSEWHERE) SLAB ON GRADE PER PLAN ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER GENERAL NOTES #4 @ 18" O.C. VERT. (ALT BENDS) #4 @ 12" O.C. HORIZ (2) #4 CONT. BOT. 5 6" GARAGE WALL W/ SLAB ON GRADE SCALE: 3/4" = 1'-0" PANEL EDGE NAILING OVER -\ ALL HOEDOWN STUDS \�j HOEDOWN (WHERE OCCURS) PER PLAN W/ A.B. PER HOEDOWN SCHEDULE SHEARWALL PER PLAN � �I NAILING PER SHEARWALL i SCHEDULE (TYP.) it it (2) #4 CONT. TOP (1 EA. � i� SIDE OF A.B.) ii ii X•�• z � Q ' io � g I I M P.T. 2X6 PLATE W/ A.B. PER SHEARWALL SCHEDULE (5/8"Q1 @ 48"OC ELSEWHERE) U.N.O. RIGID INSULATION PER ARCHITECT (SHOWN DASHED) 90# FELT SNUG FIT BTWN. JOIST AND WALL 1 3/4" LVL LEDGER W/ (3) ROWS 5/8" Q1 X 6" TITEN HD ANCHORS @ 32" O.C. (2 ROWS WHERE JOISTS ARE PARALLEL) (4) 8D INTO EA. BLOCK JOIST DIRECTION AND SHEATHING PER PLAN < SECOND POUR SEE PLAN FOR SLAB THICKNESS AND I REINFORCING (TYP.) ° FIRST POUR > KEYED JOINT. STOP REINF. 1" CLEAR OF EA. SIDE ° PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN 2 TYP. SLAB CONSTRUCTION JOINT SCALE: 3/4" = 1'-0" FACE OF WALL BEYOND #4 CONT '^ r,^�"""'^� �� r z� 18 #4 X � @ 18" O.C. SEE PLAN FOR SLAB THICKNESS & REINFORCING (TYP.) (2) #4 CONT. 6 TYP. TURNED DOWN SLAB EDGE SCALE: 3/4" = 1'-0" PANEL EDGE NAILING OVER ALL HOEDOWN STUDS HOEDOWN (WHERE OCCURS) \ PER PLAN W/ A.B. PER � HOEDOWN SCHEDULE �� SHEARWALL PER PLAN � ,� NAILING PER SHEARWALL SCHEDULE (TYP.) it i (2) #4 CONT. TOP (1 EA. � � SIDE OF A.B.) ii p � x Q .� I CO g �I ° ° a _. M P.T. 2X8 PLATE W/ A.B. PER SHEARWALL SCHEDULE (5/8"Q1 @ 48"OC ELSEWHERE) U.N.O. RIGID INSULATION PER ARCHITECT (SHOWN DASHED) 90# FELT SNUG FIT BTWN. JOIST AND WALL 1 3/4" LVL LEDGER W/ (3) ROWS 5/8" O X 6" TITEN HD ANCHORS @ 32" O.C. (2 ROWS WHERE JOISTS ARE PARALLEL) (4) 8D INTO EA. BLOCK JOIST DIRECTION AND SHEATHING PER PLAN CORNER BARS TO MATCH HORIZ. REINF CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. (ALT. HOOKS) TYP. CORNER BARS: 24 C�V CROSS WALL DOUBLE CURTAIN 3 TYPICAL CORNER BARS AT CONC. WALLS AND FOOTINGS SCALE: 3/4" = 1'-0" D 3'-0" MIN. • • . � .: . ' CONCRETE WALL . .. � � � ADD DIAGONAL IN .• . � � • � : • '� � �' . � WALL TO MATCH • .. .� � '. � • �. WALL REINF. � °a a .• . � .. xx ° � Q a ° .. � ° ° ° ° ° a � .. � •. - ° ° �� o ���/��� j ° ° � ... � . ° ° \�//\\/\ ° � ° Q d ° 4 NORMAL FOOTING �//��° ° � � � � REINFORCING \\\\ ° ° ° ° ° ° ° ° ° ° ° 4 '. . ' � .' II � z �A�/\ ° ° ° ° a .. pZ� �// // �// �//��//� // �/j � � � z MATCH NORMAL ��/\/�%\%%\%\%\\��° ° d � ° .° z ~ REINFORCING �//�'° ° �A� .� ,� LINE OF EXCAVATION NORMAL FOOTING REINFORCING 7 TYP. STEPPED FOOTING SCALE: 3/4" = 1'-0" PANEL EDGE NAILING OVE ALL HOEDOWN STUDS HOEDOWN (WHERE OCCU PLAN WALL -THREAD TO P A.B. SIZE IN HOEDOWN SC JOIST OR BLOCKING PER TYP. SHEARWALL CONSTRUCTION DETAIL (U.N.O.) JOIST DIRECTION AND SHEATHING PER PLAN z � j��jV�� #4 @ 12" � / / O.C. HORIZ. /\\/\\ � M ' WHERE JOISTS ARE _ PARALLEL PROVIDE z X � v S.O.G. � ����� #4 @ 12" � / O.C. HORIZ. /\\/\\ � � PROVIDE DBE. STUD EA. WHERE JOISTS ARE SIDE OF ALL -THREAD PARALLEL PROVIDE � � j///\� TJI BLKG. @ 48"OC � � j//// TJI BLKG. @ 48"OC SHEATHE AND NAIL ' � #4 @ 12"O.C. VERT. (ALT. %\//\ - ITS SERIES TOP �° � #4 @ 12"O.C. VERT. (ALT. %\//\ CRIPPLE WALL TO MATCH ITS SERIES TOP WALL ABOVE BENDS) �/j�//j�//jam% FLANGE HANGER � BENDS) �/j��/j�//j�/ FLANGE HANGER 0 (3) #4 CONT. BOT. ®�� ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER GENERAL NOTES 9 EXT. FRAMING AT CRAWLSPACE (CURB SCALE: 3/4" = 1'-0" 1 0 3 #4 � � �� � CONT. BOT. ` �`\ �\\�\\, \��\ �\\ ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER GENERAL NOTES EXT. FRAMING AT CRAWLSPACE /GARAGE SCALE: 3/4" = 1'-0" ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER GENERAL NOTES � � INT. FRAMING AT CRAWLSPACE SCALE: 3/4" = 1'-0" ERT. GRAIN BLKG. TO ATCH HOEDOWN STUDS iD PER SHEARWALL CHEDULE 16D TOENAILS THRU 4. JOIST OR BLOCK 8D INTO EA. BLOCK THERE JOISTS ARE 4RALLEL PROVIDE TJI _KG. @ 48"OC ROVIDE THREADED OUPLERS AS EQUIRED TO EXTEND D HOEDOWN ABOVE T. 2X PLATE W/ A.B. PER HEARWALL SCHEDULE �/8" QJ A.B. @ 48" O.0 _SEWHERE) U.N.O. #4 CONT. TOP & BOT. SINGLE CURTAIN 12 TYP. CONCRETE FENCE SCALE: 3/4" = 1'-0" CORNER BARS TO MATCH HORIZ. REINF CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. (ALT. HOOKS) TYP. CORNER BARS: 24 N CROSS WALL _� ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com PROJECT TITLE JOB NUMBER REID 2303 326 SUNSET AVE N. EDMONDS WA, 98020 ISSUE /REVISIONS DATE PERMIT SEl 06.06.2024 PERMIT CORRECTIONS 20 08.15.2024 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT -t--�,,���. . TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DRAWING TITLE STRUCTURAL DETAILS DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE DATE SHEET NUMBER 06.13.2024 S5.1 NAIL END STRINGER TO 2X6 NAILER W/ (3)16d @ 16" OC TREAD PER ARCH. 2X6 NAILER W/ (3)16D TO EA. STUD 1 3/4" LSL STRINGER @ 24" O.C. MAX (11' MAX LENGTH) TYPICAL RISE 3/4" PLYWOOD KICK PLATE i i LSC HANGER 4X10 ALL TREAD AND RISER DIMENSIONS PER ARCHITECT PER ARCH 3/4" PLYWOOD SHEATHING 2X10 @ 16" OC TYPICAL LANDING 1 TYPICAL WOOD FRAMED STAIR SCALE: 3/4" = 1'-0" BLOCKING BETWEEN JOISTS (2) 16d EA. JOIST 2x BLOCKING BETWEEN STUDS BEARING WALL PANEL EDGE NAILING OF SHEARWALL BELOW PROVIDE 31/2" LSL JOIST OR BLKG. @SHEARWALLS ABOVE W/ EDGE NAILING CLOSER THAN 4" OC SAWN OR MFR. LUMBER, 2X MIN. SEE NOTES FOR ADDITIONAL REQUIREMENTS TJI JOISTS PER PLAN TOP PLATE CONNECTION W/ 16d NAILS OR A35 W/ LSL PANEL EDGE NAILING SHEATHING PANEL JOINT W/ PANEL EDGE NAILING BOTTOM PLATE CONNECTION 16D NAILING PER SCHEDULE I'1 _1_:1 A 16D NAILING PER SCHEDULE 2X NAILER 1/2" MAX TO EDGE OF � WASHER 3/8" MIN. � 0 BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d @ 12"o.c. 0 8d NAILS SHALL BE 0.131" x 2 1/2" (common) - 16d NAILS SHALL BE 0.135"f11 x 3 1/2" (box) EMBED ANCHOR BOLTS AT LEAST 7". EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 4" EMBEDMENT. TITEN HD SCREW ANCHORS E NAILING ' I 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 R EA. STUD 1t PLYWOOD EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. SEE DETAIL C. � EDGE _ ;4 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF W3 AND W2. I EQ. EQ. SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. NAILING �5;� TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. R SCHEDULE SEE PLANS AND HOEDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. I ALL EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE. 7/16" O.S.B. MAY BE SUBSITUTED FOR 15/32" CDX. EXCEPT AT 10d PANEL EDGE NAILING. Detail B � � LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. PLAN VIEW AT ABUTTING PANEL RIM 0 A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. EDGES OF W3 AND W2 Detail D � AT MULTI -ROW NAILING, MINIMUM OFFSET BETWEEN ROWS AND ROW SPACING 1/2", SEE DETAIL D. PROVIDE (3) ROWS 16d @ 6"oc AT LVL RIMS. Shearwall Schedule 10 02 ®®®07 EDG OVE 16d PE w O Detail C 1/2" TYP. � SHEARWALL SCHEDULE -SHEATHED ONE SIDE PANEL EDGE NAILING NOTE: SEE SHEARWALL SCHEDULE FOR ALL NAILING AND CONNECTIONS, NOT OTHERWISE NOTED 5 TYP. SHEARWALL CONSTRUCTION (W/TJI'S) SCALE: 3/4" = 1'-0" PANEL EDGE NAILING OVER ALL HOEDOWN STUDS HOEDOWN PER PLAN NAILING PER SHEARWALL SCHEDULE (TYP.) JOIST OR BLKG: PROVIDE 3 1/2" LSL JOIST OR BLKG. WHERE SHEARWALLS ABOVE OR BELOW REQUIRED NAILING __-- II CLOSER THAN 4" O.C. i i i i JOIST DIRECTION AND � � _ SHEATHING PER PLAN i � � i v LEAVE ONE END OF � i STRAP UNNAILED JUST � i PRIOR TO COVERING � SHEARWALL PER PLAN NAILING PER SHEARWALL SCHEDULE (2)16d THRU EA. JOIST OR BLOCK / (4)8d INTO EA. BLOCK ��� III �� III `� In WHERE JOISTS ARE PARALLEL PROVIDE TJI BLKG. @ 48" O.C. A35 PER SHEARWALL SCHEDULE BEAM/HDR. PER PLAN (WHERE OCCURS) SCALE: 3/4" = 1'-0" PANEL EDGE NAIL PER SHEARWALL BELOW TJI RAFTERS PER ALIGN LSL 1 3/4" C BEAM PER PLAN C SHEARWALL BEAM/HDR. PER P (WHERE OCCURS NON -BEARING WALL (4) 8d INTO EA. BLOCK (2) 16d EA. BLOCK (1) JOIST BAY OF TJI BLKG. @ 48" O.C. 2x BLOCKING BETWEEN STUDS ^'� PER SHEARWALL EDULE 6d TOENAILS THRU 3LOCK d INTO EA. BLOCK 3LKG. @ 48" O.C. ARWALL PER PLAN 9 TYP. SHEARWALL AT FLOOR PLATE TYP. SHEARWALL AT TJI RAFTER SCALE: 3/4" = 1'-0" � SCALE: 3/4" = 1'-0" Mark W6 Sheathing 15/32" CDX PLYWOOD Panel Edge Nailing 8d @ 6"oc Top Plate Connection Base Plate Connection if TJI if Wood ®OO 16d @ 6"oc A35 @ 24"oc at Wood � at Concrete 5/8"O A.B. @ 48"oc (2)rows 16d @ 6"oc W4 15/32" CDX PLYWOOD 8d @ 4"oc 16d @ 4"oc A35 @ 16"oc (2)rows 16d @ 4"oc 5/8"O A.B. @ 32"oc W3 ® 15/32" CDX PLYWOOD 8d @ 3"oc (2)rows 16d @ 4"oc A35 @ 12"oc (2)rows 16d @ 4"oc 5/8"fZ� A.B. @ 24"oc W2 ® 15/32" CDX PLYWOOD 8d @ 2"oc (2)rows 16d @ 4"oc A35 @ 9"oc (3)rows 16d @ 4"oc � 5/8"O A.B. @ 16"oc 2WALL PER O PLYWOOD PANEL EDE NAILING PER SHEARWALL SCHEDULE 02 BASE PLATE NAILING PER SHEARWALL SCHEDULE 3�16d@8"OC 7 TYPICAL SHEARWALL INTERSECTIONS SCALE: 3/4" = 1'-0" PANEL EDGE NAILING SHEARWALL BELOW ALIGN 2x JOIST OR BLI OVER SHEARWALL JOIST DIRECTION AND SHEATHING PER PLAN NAILING PER SHEARW SCHEDULE SHEARWALL PER PLAT TYP. SHEARWALL AT 2X RAFTER 11 SCALE: 3/4" = 1'-0" SHEARWALL PER PLAN IF SHEARWALL OF @ 12" OC AT OTHE WALLS INTERSECTING W, (SEE LEFT IF SHEARWALL) -j I � I � 1 � I � I � I � 1 � I � •�I � � A35 PER SHEARWALL 1 , I � SCHEDULE r� ,,....... I � (2)16d THRU EA. JOIST � � ; OR BLOCK � � e_a C1 ~ (4)8d INTO EA. BLOCK w � � w Q= .. J � .I.i Z O o Q 0 z O LL WHERE JOISTS ARE � PARALLEL PROVIDE � 2x BLKG. @ 48" oc 0 w m BEAM/HDR. PER PLAN i� w (WHERE OCCURS) PORTAL FRAME SCALE: 3/4" = 1'-0" FASTEN SHEATHING TO FOR PANEL SPLICE (IF NEEDED), HDR. w/ 8d IN 3" GRID EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON AS SHOWN BLOCKING AND OCCUR WITHIN MIDDLE 24" OF WALL HEIGHT. CONTINUOUS HEADER OVER ONE ROW NAILING @ 3" OC IS SHEARWALL (3"x11 1/4" net min.)REQ'D IN EACH PANEL EDGE. LSTA24 OPPOSI SHEATHING (2)ROWS 16d @ 1/2" CDX (2)ROWS 8d @ DOUBLE END STUDS STHD14 PER PLAN (2) 5/8"Q1 A.B. W/ 3"x3"x1/4" PLATE WASHER. USE (1) A.B @ 16" WALL (3)2x P.T. SILL PLATE NAILED W/ (2)ROWS 16d @ 41/2"oc 1/2" EDGE DISTANCE 6" CONC. FOUNDATION WALL PER PLAN _� ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com PROJECT TITLE JOB NUMBER REID 2303 326 SUNSET AVE N. EDMONDS WA, 98020 ISSUE /REVISIONS DATE PERMIT SET 06.06.2024 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT -t--�,,��� . TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DRAWING TITLE STRUCTURAL DETAILS DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE DATE SHEET NUMBER 06.13.2024 � ■ END PL 3/16" & PL 3/16" BUCKET W/(3) 1 1/2" SDS SCREWS EA SIDE FOR WOOD BM CONNECTION WHERE OCCURS BM. PER PLAN 1/4 1/4 X 2 1/2" SDS SCREWS EA. SIDE POST PER PLAN CONT.BEAM WHERE OCCURS 1" CV --- _ o 0 a� 1" 1" 1 STEEL BEAM TO WOOD POST SCALE: 3/4" = 1'-0" 5/8" DIA WTS @ 32" OC 2X BLOCKING JOISTS PER PLAN IN IUS HANGERS BEAM PER PLAN BEAM PER PLAN -❑-- MULTI -SLIDE 5 STEEL BEAM GRIDLINE D-1 SCALE: 3/4" = 1'-0" FASCIA BOARD "' "`^'^^^ ^�'''UNG PER ROOF PLAN CANTILEVERED AT EAVE FIT" MATERIAL =RED TO RIM JOIST 3LOCKING AT END OF CANTILEVER 3ACKSPAN DOUBLE TOP PLATE HEADER 9 CANTILEVERED JOIST, DECK BACKSPAN SCALE: 3/4" = 1'-0" JOIST PER PLAN BEAM PER PLAN 2 6 EAM @GARAGE ROO F SCALE: 3/4" = 1'-0" �9:I�G1:a��V_1��,�:a��_1►1 5/8" DIA WTS @ 24" OC SOLID WEB BLOCKING BEAM PER PLAN WRAP HOEDOWN STRAP UNDER BEAM WHERE OCCURS MULTI -SLIDE 6 STEEL BEAM @GRIDLINE D-2 SCALE: 3/4" = 1'-0" SHEARWALL PER PLAN LEDGER FLUSH WITH BEAM 2X BLOCKING JOISTS PER PLAN IN IUS HANGERS 5/8" DIA WTS @ 32" OC 2X BLOCKING JOISTS PER PLAN IN IUS HANGERS FASCIA BOARD ^' YWOOD DECKING PER ROOF PLAN �RDECKING" CANTILEVERED AT EAVE " "WOOD SOFFIT" MATERIAL 8 JOIST SISTERED TO RAFTER JOIST PER PLAN BLOCKING AT END OF CANTILEVER BACKSPAN 1/2" FURRING DOUBLE TOP PLATE HEADER CANTILEVERED JOIST, TYP SCALE: 3/4" = 1'-0" JOIST NOTCH @ EAVE 1.5" PLYWOOD LRUZ HANGER 3/4" ACCOYA WOOD JOIST PER PLAN 8D @ 6" BE DRILLED OR VEINTCjING) Y NOTCH JOIST PER DETAIL SHEATHING PER PLAN 3 BEAM @GABLE ROOF SCALE: 3/4" = 1'-0" 5/8" DIA WTS @ 24" OC SOLID WEB BLOCKING BEAM PER PLAN WRAP HOEDOWN STRAP UNDER BEAM WHERE OCCURS 2X BLOCKING JOISTS PER PLAN IN IUS HANGERS 7 STEEL BEAM @GRIDLINE D-3 SCALE: 3/4" = 1'-0" FASCIA BOARD PLYWOOD DECKING PER ROOF PLAN "CARDECKING" CANTILEVERED AT EAVE 3/4" "WOOD SOFFIT" MATERIAL 3X8 JOIST ATTACHED LVL JOIST PER PLAN XI\ 2X JOIST PER PLAN 1/2" FURRING \/ � 2X JOIST PER PLAN 2X4 LEDGER DOUBLE TOP PLATE HEADER AT ROOF SLOPE BEAM/ HEADER (WHERE OCCURS PER PLAN) CANTILEVERED CAR DECK, TYP. 11 SCALE: 3/4" = 1'-0" (2) 3/4" O BOLTS AT I BEAM GAGE 1 1 �2" I� 1 1 /2" BEARING PL. 1/2" HSS HANGER PER PLAN BEAM SIZE PER PLAN WHERE BEAM CANTIL ■ 4 CANTILEVERED STEEL BEAM SCALE: 3/4" = 1'-0" 5/8" DIA WTS @ 24" OC SOLID WEB BLOCKING BEAM PER PLAN WRAP HOEDOWN STRAP UNDER BEAM WHERE OCCURS 8 STEEL BEAM @GRIDLINE D-4 SCALE: 3/4" = 1'-0" BEAM PER PLAN FLUSH BEAM, TYP. 12 SCALE: 3/4" = 1'-0" 2X BLOCKING JOISTS PER PLAN IN IUS HANGERS JOISTS AND SHEATHING PER PLAN ITS SERIES HANGER .� ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com PROJECT TITLE JOB NUMBER REID 2303 326 SUNSET AVE N. EDMONDS WA, 98020 ISSUE /REVISIONS DATE PERMIT SET 06.06.2024 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT fic�t�vv'� TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DRAWING TITLE STRUCTURAL DETAILS DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE DATE SHEET NUMBER 06.13.2024 � ■