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REVIEWED BLD RESUB1 BLD2024-0547+Structural_Plan+8.21.2024_9.57.51_AM+4453831GENERAL 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 REVIEWED � � � � ■ BY■ ■ ■ CITY OF EDMONDS ■ BUILDING DEPARTMENT ■ �■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■r 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 BLD2024-0547 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 1 2 3 0 I I I I I I 4'-6" 3'-6" I I I 12 I I S5. I I I ° � - �/ - - - � - It - -I - L- � � I I I 9 I S5.1 I I N � � II °. � I I I T I I I I I` I do I � I J�` 10 I I'. I I I, I in g � S5.1 I I I Ia I I I CV � I Ia � I - I I I 9 I I S5.1 I o �� I I f I I. T.�. CONC. @ DOOM I �-45.0@'-TYP I I � � O. FTG I +40.61' I I I I� I I 9 ° I I S5.1 I I I I l I I � - - - - - _ ° a - T.O. CONC. 'S' I +45.50' TYP. I � I I I I N FOUNDATION PLAN 1 SCALE: 1/4" = 1'-0" 0 5 � � 1 10 4 5 6 O7 8 I I I I 18'-0" 21'-3" 2'-3" 14'-10" I I I I I I 9 5 S5. I I S5. I OJT - - oa - - - - - - - - - - - - �° - - -�-� I 5 ti0 ti0 � y0 S5.1 RAWL PA E � a C S C c � � � I � I � � VENT (1 SF) I U -�j------� � I a ° I � a 5 S5.1 I 4 y°� °� � I � � � Ia r; I g I 9 i ° S5. 11 "LEVEL 2" EV �` S5.1 Q+6A a l p`�� CHARGING OUTLET 4" THICK CONC. I 6 1 - - - - a � SLAB ON GRADE � S5 � PER PLC^.N NOTE 3 - �- - 3 1/2" x 11 7/8"PSL - � - - - - - - - � - - - - - - - - - - - - - - - I I J ,yOGQ -III yQC/ a I I tiOGQ I I � I° I � � I I I �I I �� I � � I a a I I I � a oo I V X I I I � I ap 110 I I I ° I U i O N �j '� i y�G S5.1 _ - s x X I I �1 (VI� � I I �� N I NI I I d I I H I� � 'SSG I I I j � I I� ' I ti I� ��� °�� b0 X � � I I � � �� � �I I I I I �--- � � -+�L-- _ � a a - I I oJ� I 11 I I I do I tioG ti I I � I yoG I tioG 1` I S5. I I I �/Q I � 2 10 S 5 � I I S5.1 I " x 11 7/8" 2" x 11 7/8" C° S5.1 - - - - - - - - - - ° - _ - - n - - ad - - � - - - - - - -. �p }�Q OG�' OG� � 9 � � � � � S v S5.1 I I 6 O �_ 2x6 @ 16" O.C. I S�, I ^p� S5. I ^p� � 9 9 ° � do �� S5.1 S5.1 I I I I I ~ 9 I I SIM � I S5.1 I 4" THIC CONC. � yOj 11 � LANDSCAPED S5. � �URTYARD � � I I � PER POLA NOTE � 4I I _ 3 1 /2" x 11 7/8" PS � � _ _ _ _ _ _ _ � - - -. - _ - - � - - � - - - - - - - L L - - 1 1 4 2"x117 /8�� � I sA OG p I G� I I osT I ,� I I I I a OG� JL--_ 9 U I � �� I S5.1 I DETACHED GARAGE 5 O � � � 5 UNDER SEPARATE PERMI S5 �� � S5.1 V I d QG I a � ° I -- I I - a Ia I I tiOGQ I I "LEVEL 2" EV I F� I I CHARGING OUTL�T da _ I I OG I d �� I �O I� � � I G� _ ° � � - � ° ti ti ti � ti G � � I OG � OG `� 9 I `� C AWLSPACE `� � I I r' S I `' S5.1 VENT (1 SF) S5.1 I I I I I I Q I �I 4'-101/2" TYPICAL BEAM /JOIST HANGER SCHEDULE BEAM TOP FLANGE HANGER FACE MOUNT HANGER CONCEALED FLANGE HANGER TJI 360/210/110 ITS SERIES IUS SERIES - LVL/ LVL 1 3/4" X 11 7/8" BA1.81 / 11.88 HUS1.81 / 10 HUCQ1.81 / 11-SDS GL /PSL 3 1/2" X 11 7/8" HB 3.56 / 11.88 HHUS410 HUC0412-SDS GL /PSL 5 1/4" X 11 7/8" HB 5.50 / 11.88 HHUS5.50 / 10 HUCQ612-SDS GL /PSL 7" X 11 7/8" - HGUS7.25 / 12 - SCHEDULE NOTES: 1. SCHEDULE SHALL APPLY WHERE NO HANGER IS CALLED OUT PER PLAN OR DETAILS. 2. SPECIAL CONDITIONS MAY REQUIRE SLOPED AND/OR SKEWED HANGERS. 12'-0" STRUCTURAL LEGEND FOUNDATION PLAN NOTES (TYPICAL, UNLESS NOTED OTHERWISE) 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. THE BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 18" MINIMUM BELOW GRADE. 3. 4" CONCRETE SLAB OVER 10 MIL VAPOR BARRIER ON 4" OF GRAVEL OR CRUSHED ROCK OVER FIRM UNDISTURBED SOIL OR ENGINEERED CONMPACTED BACK -FILL PER GEOTECHNICAL ENGINEER. REINFORCE WITH #3 BARS AT 16" O.C. E.W. PROVIDE CONSTRUCTION/CONTROL JOINTS PER DETAIL 1&2/55.1. 4. STEP FOOTINGS AS REQUIRED TO ACCOMMODATE CHANGES IN GRADE PER 3/S5.2. 5. PROVIDE CORNER BARS PER DETAIL 3/55.1. AT ALL WALL AND FOOTING INTERSECTIONS. 6. VERIFY ALL TOP OF CONCRETE HEIGHTS @EACH CONDITION. NOTIFY ARCHITECT WITH ANY CONFLICTS. 7. FLOOR SHEATHING SHALL BE 3/4" T&G APA RATED PANELS. GLUE AND NAIL AT ALL FRAMED PANEL EDGES WITH 10D AT 6" O.C. AND TO ALL INTERMEDIATE FRAMING AT 12" O.C. 8. HEADERS OVER DOOR AND WINDOW OPENINGS SHALL BE 4X8 MINIMUM. PROVIDE (2) TRIMMER STUDS (MINIMUM) AT EACH END OF ALL HEADERS UNLESS NOTED OTHERWISE ON PLANS. SEE DETAIL 5/S5.4 FOR TYPICAL INSTALLATION. 9. PROVIDE (2) STUDS (MINIMUM) AT EACH END OF ALL BEAMS UNLESS NOTED OTHERWISE ON PLANS. BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE AC, PC, OR LPC CAP. 10. W #INDICATES SHEAR WALL. SEE SHEARWALL SCHEDULE FOR CONSTRUCTION REQUIREMENTS. 11. ALL EXTERIOR WALLS SHALL BE W6, UNLESS OTHERWISE NOTED ON PLANS. 12. (X)CS16 INDICATES VERTICAL HOLD-DOWN STRAP AT END OF SHEAR WALL ABOVE. (X) INDICATES STRAP QUANTITY. SEE DETAIL 7/S5.2 FOR INSTALLATION. 13. 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% 14. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS FULL BEARING THROUGH FLOORS TO THE FOUNDATION. 15. SPLICE ALL TOP PLATE SPLICES PER DETAIL 6/S5.4. 16. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 17. ALL BEAMS TO BE FLUSH WITH FLOOR FRAMING U.N.O. DIRECTION OF FRAMING DETAIL NUMBER EXTENT OF FRAMING �� X• '� REFERENCE SHEET W# SHEARWALL ® POST � HANGER PER SCHEDULE [ _ WALL /OBJECT ABOVE � HANGER PER SCHEDULE, CONCEALED FASTENER EXTENT OF FOOTING BELOW - - BEAM/HEADER STRUCTURAL WALL - � - BEAM CONTINUOUS AT POST I I NON-STRUCTURAL WALL BEAM DISCONTINUOUS AT POST FOUNDATION WALL i 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 / REVISIT PERMIT CORRECTIONS 20 08.15.2024 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT fi�►�a� - TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-0547 DRAWING TITLE CRAWLSPACE FRAMING PLAN DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE SHEET NUMBER 1.1 1 2 3 4 �- 4'-6" 3'-6" 18'-0" I I os,�, I os,�, I 5 1/4" X 11 7/8" PSL @ FLOOR ELEVATION q -�- - - I- - -I - � - - - - - - - �- III I I I W4 I III W4 III U� z HDR_ I @z C12X20.7 a� a� N > � > � I ao 2X6 @ 16"IO.C. I I� J � � - �_ w �_ w �xO �x0 J I I II � � I II w � �� �� � I s I 0Q0 HDU4 I I �'��' I 6 I'I 0QC 5 6 07 8 9 I I I 69'-2 1 /2" I I I I I 21'-3" 2'-3" 14'-10" 4'-10 1 /2" 12'-0" I I I I I I I I I I �� �� W 7 I I � I U %��. -I -I - -3X8 BM- a - +s"' - - - - - - - - - - - - - - �� - o � - - - -�- - - - - - - - - - - 1 3/4'_X 9 1 /4" L�� - HDR - - _ - _ I C7 g SIM 9 1 3/4" X 9 1/4" LVL Y I I 5.4 I S5. - - - - - - _ _ w - - _ � 1 3/4" X 9 1/4" LVL Q ��3X8 BM - I - � I X8 BM- - - co - I M - - - - - - - I � I I �z -- B�� - - - - - - - �I - w � � X8 BM 2x12 @ 4" OC _ � _ W4 _ 3 1/2" X 11 7 8" PSL W4 - - - - I n- - - - - - - - - 31/2 X11 "X10'0"PSL 12 MSTC52 8 55.2 I �� I I I I I W4 I G5 5 I 0�,6 I I S5.3 W4 S5.3 I I I I I j II � � �? � 3 1/2" X 11 7/8" PSL O � I �I I � ��`` � I W3 I � III � J V ti (n x in � � U W � I T I � I � � CtS N I � I� ��� � I � � cS' E � � � � � x o M s III I �I I " � X III I � � � I z I ~ � � M I OII � I �� e_p I �� I O� G� I ~ � I I Q� N �Q HDU4 -I-� � I I �+ 3 1 /2" X 1 7/8" PSL �/6 � 3 1 /2" X 11 7/8" P � I I HDU4 MSTC52 STRAP PSL TO LV I �, I STC52 I � I 8 2X8 @ 16" O.C. I 5. � � O � i I I � d X a I o0 00 X 00 I 0 r` � � r` o I � � x � I � X x x X I � N H iN I ysss I I I I �L � M � M I by +S 5 I �.� 7 8 �Gcc+l2 S5.4 S .4 HDU4 C�� S5.4 U4 S5.4 MS C52 S' �' s i �n� - - - - - -------------- _ W14 X 26- - - - - - - ��I�J i HSS 5X5X�.25 BELOW � I G'� I I i HDU4 �,�0 HDU4 Sri , SIM 7 I I i S5. I I S5.4 I �'' �I I I � U � � O � I 4 J I� � O w J � J S5.4 I � J I J � � ti � � LL °I Im � Ua � � J � I� woa ' II"' _ _ XIII XI ' �zo � � IN � - X I I x � � � � / Q� Q I X I M ~ � M � M I Z Q Z M I� � ao M � QUQ I I Cn ti X W �III� I I � i�i I �poJOQ UI! I II I I I Uoo I l i I I I Q J O I = Q N HDR E -�- - -�-� � - - - --_ `s i CS ��JO OS OS I `''- I �6 I 12 S'j6, �6 I +�''� S5.2 N 1 MAIN FLOOR FRAMING PLANS SCALE: 1/4" = 1'-0" __ 0 5 1 10 12 � ��C� U - I - - - �s � � 1l2"_X 7-1 JL8"_P L _ �_ -� - �- - - � - HDR sr+ � � 7"X11 7/�-- PSL TO LVL � sA G5^ I S� S .3 I I U O W6 I I � W6 � ++I ��0 � T � I I �ti r` W4 � m� � 3 1/2" X 7/8" PSL I MSTC52 STRAP GL TO f �� �� �� O �� QO Q E p+� �+� I I X 11 7/8" PSL -- - � PSL TO LVL I I _ _ N _ I 3X8 BM - � I fV I �I � I I 3X8 BM J I - _ I I Z - - 3X8 B I w - I -g``� � x12 @ 24' OC � ,J >C I I 3X8 B I v I x C� - M � 13X8 M I 2 _ /4" LVL 5.4 1 3/ " X VL 3X8 BM ��0 II _ II _ I J ����� - 11 3/4" X 9 1/4" L L I z W3 � - U - I i I 3X8 BM Q JOIST G'� U I I S � I W3 ���+�; " I I 3 BEAMI TYP. I I C'� �G Off, I I I �6' 2X I 12 I S5.2 -_ til _-xl-_�I _-I I � � 12- � _ X I cV X I I � GL5 1/2" x 12" N � � M N � I - I - - I - - - -- MI JI MI -- - - - - - - --� c� 2X6 C� I I -_ _T �� I I I I I G 5 'SL TO LVL �`L1 I I �01G X117/8"PSL ---- W2 - - - - - - - - � I - -- I I - - - - - -- � 5� 5� I ' I I QO QO 9 1/4" TJI 110 @ 16" O.C. �� p+� p+� III I _� 3 1/2" X 11 7/8" PSL I 12 I _ _ _ _ _ _ _ _ JS5.4 I II - - - - - - � � -- 9 U � I 9 I � DETACHED GARAGE I 5, � a 3 1/ " x 11 /8" PSL S5. UNDER SEPARATE PER IT /I � I I �- �� - - - - - -� � Q I � 1�,� I fl � M Cfl � I - ' �� I � ��J CS76, I - - I - - , - - - I - - - - - - - / il � I I � I II � I I I J- - - - - -- I - I -- - - - - I -� _-- �� C� ---- I -- I �?J � - - - - -�_� ��, 76+ �s�s I I I I TYPICAL BEAM /JOIST HANGER SCHEDULE BEAM � TOP FLANGE FACE MOUNT CONCEALED FLANGE HANGER HANGER HANGER TJI 360/210/110 ITS SERIES IUS SERIES - LVL/ LVL 1 3/4" X 11 7/8" BA1.81 / 11.88 HUS1.81 / 10 HUC01.81 / 11-SDS GL /PSL 3 1/2" X 11 7/8" HB 3.56 / 11.88 HHUS410 HUC0412-SDS GL /PSL 5 1/4" X 11 7/8" HB 5.50 / 11.88 HHUS5.50 / 10 HUC0612-SDS GL /PSL 7" X 11 7/8" - HGUS7.25 / 12 - SCHEDULE NOTES: 1. SCHEDULE SHALL APPLY WHERE NO HANGER IS CALLED OUT PER PLAN OR DETAILS. 2. SPECIAL CONDITIONS MAY REQUIRE SLOPED AND/OR SKEWED HANGERS. IM STRUCTURAL LEGEND FLOOR FRAMING PLAN NOTES (TYPICAL, UNLESS NOTED OTHERWISE) 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. FLOOR SHEATHING SHALL BE 3/4" T&G APA RATED PANELS. GLUE AND NAIL AT ALL FRAMED PANEL EDGES WITH 10D AT 6" O.C. AND TO ALL INTERMEDIATE FRAMING AT 12" O.C. 3. HEADERS OVER DOOR AND WINDOW OPENINGS SHALL BE 4X8 MINIMUM. PROVIDE (2) TRIMMER STUDS (MINIMUM) AT EACH END OF ALL HEADERS UNLESS NOTED OTHERWISE ON PLANS. SEE DETAIL 5/S5.4 FOR TYPICAL INSTALLATION. 4. PROVIDE (2) STUDS (MINIMUM) AT EACH END OF ALL BEAMS UNLESS NOTED OTHERWISE ON PLANS. BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE AC, PC, OR LPC CAP. 5. W #INDICATES SHEAR WALL. SEE SHEARWALL SCHEDULE FOR CONSTRUCTION REQUIREMENTS. 6. ALL EXTERIOR WALLS SHALL BE W6, UNLESS OTHERWISE NOTED ON PLANS. 7. (X)CS16 INDICATES VERTICAL HOLD-DOWN STRAP AT END OF SHEAR WALL ABOVE. (X) INDICATES STRAP QUANTITY. SEE DETAIL 7/S5.2 FOR INSTALLATION. 8. MANUFACTURED LUMBER PRODUCTS (ESL, 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. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS FULL BEARING THROUGH FLOORS TO THE FOUNDATION. 10. SPLICE ALL TOP PLATE SPLICES PER DETAIL 6/55.4. 11. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 12. ALL BEAMS TO BE FLUSH WITH FLOOR FRAMING U.N.O. DIRECTION OF FRAMING X � DETAIL NUMBER EXTENT OF FRAMING X• � REFERENCE SHEET W# SHEARWALL ® POST J � HANGER PER SCHEDULE -] WALL /OBJECT ABOVE � HANGER PER SCHEDULE, CONCEALED FASTENER EXTENT OF FOOTING BELOW - - BEAM/HEADER STRUCTURAL WALL - � - BEAM CONTINUOUS AT POST NON-STRUCTURAL WALL � BEAM DISCONTINUOUS AT POST FOUNDATION WALL v CS HOEDOWN PER 2/S5.2 & 4S5.2 _� 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 �Z69 REGISTERED � ARCHITECT fii�liW'�'--. . TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-0547 DRAWING TITLE UPPER LEVEL FRAMING PLAN DRAWN /CHECKED BY DRAWN BY: R. MCGOWEN CHECKED BY: E. GIBBON, T. ENGLE DATE 06.13.2024 SHEET NUMBER S1.2 1 2 3 4 5 6 07 8 9 I I I I I I I 69'-2 1 /2" I I I I I I I I I 4'-6" 3'-6" 18'-0" 21'-3" 2'-3" 14'-10" 4'-101/2" 12'-0" I I I I I I I I I I I I I I I I I I 11 I I �_�_3X8 _ _ _ -�_� I I - - - - I- - -I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - 3X8 I SIM I g I I I I I S .4 S5.4 - -3X8 - - - -_ I I I I - - - 1 3/4" X 9 1 /4" L L 24" BC - - I (V I I � I I I I I -�-3X8 - - - -_� I I I I I 3X8 � I I I S .4 - - - - - - +�QO b',o0� S5.4 S5.4 I I I 3X8 � _ 3X8 - �6- - - - �L 5 1_L2" X 9"_H_DR B - - - - - - - - - -__ _- _- - - - - - - _ - -�_ - _ - - - - - - - - - -- 3 1/2" X 11 7/8" PSL I I I I 11 I 10 I OS5. 9 9 11 I I S5.4 S5.3 S5.3 S5 3 W6 I I I U I U � I O O HUC061 �1UC0610 n O� � W6 W6 I N O'� I ski I � I p X I � I I ski I I II � _ J N J L� � J �` J � I DII I � I N � Q I I I _ � � I � 21 iV I � x � I xll I X N X X I � N I I I J I � W6 � � I I � J I I (� I I I �JQ I �' I I I � � 1� +6A 1 � +6A I i; I S,T S5.3 0�,� I I `� I I I W6 I GL 5 1/2" 9" HDR I I I N_ _ _ _ _ _ _ _ _ _ _ _ _ _ C - �� - - - - - - - - - - - - - - - - - - - - - - - - - 3X6 3X6. I I I I I SIM 2X6 _ I � I StM SIM I � I I 9 _ _ 10 9 S5.4 � - - _ _ _ _ �+� S5.4 S5.4 J _ _ �6 _ �X6- rt I I I I 3X6 _ _ _ _ _ 3X6 I - - I I I I �I I � I � �X6 - - X - - 2X� dV I I I o I _ I _ 3X6 _ _ _ � I _ _ _ 3X6 _ I _ 3X6 O 3X6 I I 9 5.4 I 2X I S5.4- 2X6 I S5.4 S5.4 S5.4 S5.4 - - - - D 3X6 3X6 , GL 5 1/2" X 9" HDR _ _ _ _ _ _ _ _ UC0610 � 5 cis I ��Js �Qo I I I �i� AGO I �+ I 11 I - 11 I I I S5.4 I I S5.4 U I U I �I O I I I O I N N � I @� O T � I �I J I I� J I I I in i �J _ J � �1 J I � N N � I J X W61 N rn C7 I I I M I I 10 I M I I I I S5.3 II I I I I u HUC0610 - � - - - - - - - - - - - - _ - - - - - - - - - - I - - - - - - I - - c�s I sIM I �� S 9 SIM 10 9 I I I �� I S5.4 I S5.4 S5.4 � I � +6� I I I I I I I I I I � I TYPICAL BEAM /JOIST HANGER SCHEDULE STRUCTURAL LEGEND N 1 ROOF PLAN -LOWER SCALE: 1/4" = 1'-0" 0 5 1 10 ROOF FRAMING PLAN NOTES (TYPICAL, UNLESS NOTED OTHERWISE) 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. ROOF SHEATHING SHALL BE 5/8" TONGUE AND GROOVE A.P.A. RATED PANELS (EXPOSURE 1, SPAN RATING 32/16). FACE GRAIN PERPENDICULAR TO SUPPORTS OVER ROOF FRAMING PER PLAN. NAIL SHEATHING AT ALL FRAMED PANEL EDGES WITH 8D AT 6" O.C. AND TO ALL INTERMEDIATE FRAMING AT 12" O.C. 3. ROOF FRAMING SHALL BE 11 7/8" TJI 110 @ 24" O.C. UNLESS NOTED OTHERWISE ON PLANS. SEE STRUCTURAL NOTES FOR DESIGN REQUIREMENTS. 4. ROOF DECK SHEATHING SHALL BE 3/4" TONGUE AND GROOVE A.P.A. RATED PANELS (EXPOSURE 1, SPAN RATING 48/24). GLUE AND NAIL AT ALL FRAMED PANEL EDGES WITH 8D @ 6" OC AND TO ALL INTERMEDIATE FRAMING AT 12" OC. 5. HEADERS OVER DOOR AND WINDOW OPENINGS SHALL BE 4X8 MINIMUM. PROVIDE (2) TRIMMER STUDS (MINIMUM) AT EACH END OF ALL HEADERS UNLESS NOTED OTHERWISE ON PLANS. SEE DETAIL 5/S5.4 FOR TYPICAL INSTALLATION. 6. PROVIDE (2) STUDS (MINIMUM) AT EACH END OF ALL BEAMS UNLESS NOTED OTHERWISE ON PLANS. BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE AC, PC, OR LPC CAP. 7. W #INDICATES SHEAR WALL. SEE SHEARWALL SCHEDULE FOR CONSTRUCTION REQUIREMENTS. 8. ALL EXTERIOR WALLS SHALL BE W6, UNLESS OTHERWISE NOTED ON PLANS. 9. PROVIDE H1 HURRICANE TIE AT EACH TRUSS/RAFTER WHERE IT BEARS ON EXTERIOR WALL. 10. 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% 11. SPLICE ALL TOP PLATE SPLICES PER DETAIL 6/55.4. 12. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 13. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS FULL BEARING THROUGH FLOORS TO THE FOUNDATION. 14. ALL BEAMS TO BE FLUSH WITH FLOOR FRAMING U.N.O. BEAM TOP FLANGE FACE MOUNT CONCEALED FLANGE DIRECTION OF FRAMING X DETAIL NUMBER HANGER HANGER HANGER � EXTENT OF FRAMING X• REFERENCE SHEET TJI 360/210/110 ITS SERIES IUS SERIES - W# SHEARWALL ® POST LVL/ LVL 1 3/4" X 11 7/8" BA1.81 / 11.88 HUS1.81 / 10 HUC01.81 / 11-SDS J � HANGER PER SCHEDULE [ WALL /OBJECT ABOVE GL /PSL 3 1/2" X 11 7/8" HB 3.56 / 11.88 HHUS410 HUC0412-SDS GL /PSL 5 1/4" X 11 7/8" HB 5.50 / 11.88 HHUS5.50 / 10 HUC0612-SDS � HANGER PER SCHEDULE, EXTENT OF FOOTING BELOW CONCEALED FASTENER GL /PSL 7" X 11 7/8" - HGUS7.25 / 12 - STRUCTURAL WALL SCHEDULE NOTES: 1. SCHEDULE SHALL APPLY WHERE NO HANGER IS CALLED OUT PER PLAN OR DETAILS. 2. SPECIAL CONDITIONS MAY REQUIRE SLOPED AND/OR SKEWED HANGERS. - - BEAM/HEADER - � - BEAM CONTINUOUS AT POST NON-STRUCTURAL WALL BEAM DISCONTINUOUS AT POST FOUNDATION 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 © 2023 TYLER ENGLE ARCHITECTS �269 REGISTERED � ARCHITECT �-� TYLERR CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-0547 DRAWING TITLE ROOF FRAMING PLAN DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE DATE SHEET NUMBER S1.3 1 2 I I I I �, 4'-6" � 3'-6" I I I I I I 43i N 1 ROOF PLAN -UPPER SCALE: 1/4" = 1'-0" 0 5 1 10 _� 4 5 6 7 8 9 �,���� I I I I A��H ITE�T� 69'-2 1 /2" I I I I I I 18'-0" 21'-3" 2'-3" 14'-10" 4'-101/2" 12'-0" ROOF FRAMING PLAN NOTES 2126 Westlake Ave. Seattle, WA 98121 I I I i (TYPICAL, UNLESS NOTED OTHERWISE) 206.621.7150 tylerengle.com 1. DO NOT SCALE DRAWINGS. REFER TO I I ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. I I I I 2. ROOF SHEATHING SHALL BE 5/8" TONGUE AND I I GROOVE A.P.A. RATED PANELS (EXPOSURE 1, SPAN I I I I RATING 32/16). FACE GRAIN PERPENDICULAR TO SUPPORTS OVER ROOF FRAMING PER PLAN. NAIL SHEATHING AT ALL FRAMED PANEL EDGES WITH 8D - - - - I - AT 6" O.C. AND TO ALL INTERMEDIATE FRAMING AT 12" O.C. 3. ROOF FRAMING SHALL BE 11 7/8" TJI 110 @ 24" I O.C. UNLESS NOTED OTHERWISE ON PLANS. SEE STRUCTURAL NOTES FOR DESIGN REQUIREMENTS. I 4. ROOF DECK SHEATHING SHALL BE 3/4" TONGUE AND GROOVE A.P.A. RATED PANELS (EXPOSURE 1, SPAN RATING 48/24). GLUE AND NAIL AT ALL FRAMED PANEL EDGES WITH 8D @ 6" OC AND TO I ALL INTERMEDIATE FRAMING AT 12" OC. PROJECT TITLE JOB NUMBER 5. HEADERS OVER DOOR AND WINDOW OPENINGS REID 2303 I SHALL BE 4X8 MINIMUM. PROVIDE (2) TRIMMER STUDS (MINIMUM) AT EACH END OF ALL HEADERS UNLESS NOTED OTHERWISE ON PLANS. SEE DETAIL I 5/S5.4 FOR TYPICAL INSTALLATION. 326 SUNSET AVE N. 6. PROVIDE (2) STUDS (MINIMUM) AT EACH END OF EDMONDS WA, 98020 - - - - ALL BEAMS UNLESS NOTED OTHERWISE ON PLANS. I BEAR BEAM FULLY ON BUILT UP COLUMN AND PROVIDE AC, PC, OR LPC CAP. I 7. W #INDICATES SHEAR WALL. SEE SHEARWALL SCHEDULE FOR CONSTRUCTION REQUIREMENTS. 8. ALL EXTERIOR WALLS SHALL BE W6, UNLESS I OTHERWISE NOTED ON PLANS. 9. PROVIDE H1 HURRICANE TIE AT EACH TRUSS/RAFTER WHERE IT BEARS ON EXTERIOR ISSUE/REVISIONS DATE I WALL. 10. MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, I GL) SHALL BE INSTALLED WITH AMOISTURE - CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION I TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12% 11. SPLICE ALL TOP PLATE SPLICES PER DETAIL 6/S5.4. I 12. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. � 13. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS FULL BEARING THROUGH FLOORS TO THE i FOUNDATION. 14. ALL BEAMS TO BE FLUSH WITH FLOOR FRAMING U.N.O. I © 2023 TYLER ENGLE ARCHITECTS I �269 REGISTERED � ARCHITECT -t-v�l�v'� . TYLER CHASE ENGLE I STATE OF WASHINGTON I DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES I DEPARTMENT BLD2024-0547 - - - I - I I I I I I I I I I STRUCTURAL LEGEND I I I I i DIRECTION OF FRAMING � X DETAIL NUMBER EXTENT OF FRAMING X. � REFERENCE SHEET W# SHEARWALL ® POST J HANGER PER SCHEDULE ] WALL /OBJECT ABOVE � - � HANGER PER SCHEDULE, EXTENT OF ROOF ABO CONCEALED FASTENER - - BEAM/HEADER STRUCTURAL WALL - � - BEAM CONTINUOUS AT POST NON-STRUCTURAL WA BEAM DISCONTINUOUS AT POST FOUNDATION WALL 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 z � Q •I• ' �� � I I z X � j%\j #4 @ 12" i O.C. HORIZ. /VA//VA c � \///\ � #4 @ 12"O.C. �VA//VA VERT. (ALT. �, � BENDS) �/j�/j�/j� 0 CONT. BOT. � �A��AA��VA�VA��A��VA M v' 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 FIRST POUR > SEE PLAN FOR SLAB KEYED JOINT. STOP THICKNESS AND I REINF. 1" CLEAR OF REINFORCING (TYP.) 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 �� c° Qg �, a 'i • C7 %// ////// /�V/ /�V/VAA �I�== AAA �__ _ S.O.G. �\\/�\\ �'� X � /// / � <''> WHERE JOISTS ARE _ Q #4 @ 12" • PARALLEL PROVIDE z � O.C. HORIZ. %VA//VA TJI BLKG. @ 48"OC � � j//// ITS SERIES TOP � � #4 @ 12"O.C. � / VERT. (ALT. FLANGE HANGER � �,/\\/\\ BENDS) �/j�/j//j� �i\�i\�i\�i\�i\�i\�i o � ALL FASTENERS INTO PRESSURE TREATED WOOD � VAjVAj AjVA VA� SHALL BE GALV. OR STAINLESS (3) #4 � �//�A//�A �A//� /�A STEEL PER GENERAL NOTES CONT. BOT. 9 EXT. FRAMING AT CRAWLSPACE (CURB SCALE: 3/4" = 1'-0" 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 WHERE JOISTS ARE PARALLEL PROVIDE TJI BLKG. @ 48"OC ITS SERIES TOP FLANGE HANGER ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER GENERAL NOTES EXT. FRAMING AT CRAWLSPACE /GARAGE 1 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 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 PROVIDE DBE. STUD EA SIDE OF ALL -THREAD SHEATHE AND NAIL CRIPPLE WALL TO MATCH WALL ABOVE 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 BLD2024-0547 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 HOEDOWN POST PER SCHEDULE HDU HOEDOWN SHEARWALL PER PLAN CONT. #4 EA. SIDE OF ANCHOR BOLT � TYP. HOEDOWN DETAIL SCALE: 3/4" = 1'-0" A35 (AT E: WALLS Of� HEADERS (6)16d TYP. STU 5 TYP. HEADER SUPPORT SCALE: 3/4" = 1'-0" G�R�U�PR vEE �DTG NIPS DEP �p �IpTR „Ep( DEP1R STUD �IpT� �� EDGE NAIL PER SW SCHEDULE FRAMING CONT. WHERE OCCURS HEAD BOLT ORALL-THREAD W/ WASHER AND NUT PER SCHEDULE. TYP. DOUBLE TOP PLATE ]�:»�:7 �1G IS LESS VIDE (1) BEARING STUD U.O.N. BRED DIP' �F �� ES TO 6E D RD�EEP R PAR �D�G� BARE D PT � P ��T ��pT� FRpNI E TO BE D �D��EPS �E � RGER 6�R�ED P TER �F TEE pIP�E Rp�E 9 TYP. HOLES &NOTCHES INTO WOOD STUDS SCALE: 3/4" = 1'-0" HOEDOWN SCHEDULE PLAN MARK SCREWS ANCHOR BOLT A.B. EMBED HOEDOWN POST � IF 2x4 IF 2x6 HDU2-SDS2.5 (6) SDS 1/4" x 2-1/2" 5/8" ft7 12" (2) 2x4 (2) 2x6 HDU4-SDS2.5 (10) SDS 1/4" x 2-1/2" 5/8" f1i 16" 4x4 4x6 HDU5-SDS2.5 (14) SDS 1/4" x 2-1/2" 5/8" Q1 20" 4x6 4x6 HDU8-SDS2.5 (20) SDS 1/4" x 2-1/2" 7/8" QJ 24" 4x8 6x6 HDU11-SDS2.5 (30) SDS 1/4" x 2-1/2" 1" QJ 24" 4x10 6x6 HDU14-SDS2.5 (36) SDS 1/4" x 2-1/2" 1" 0 24" 4x12 6x8 �1� MINIMUM SIZE OF POST AT END OF WALL UNLESS OTHERWISE NOTED ON FRAMING PLANS. � TYP. HOEDOWN SCHEDULE SCALE: NTS (12)16d @ 4" O.C. STAGGERED AT EACH SIDE OF SPLICE DM E (2) 16d @ EA. STUD ELSEWHERE �, 4'-0" MIN. BETWEEN SPLICES I I SPLICE TO OCCUR AT CL OF VERT. STUD TYP. TYP. TOP PLATE SPLICE V SCALE: 3/4" = 1'-0" BEARING WALL STUDS STUD SIZE MAX DEPTH OF EDGE CUT OR NOTCH 7/8" MIN DEPTH REMAINING AFTER CUT OR NOTCH 2 5/8" 2x4 2x6 1 3/8" 4 1/8" 2x8 1 3/4" 5 1/2" NON -BEARING WALL STUDS STUD SIZE MAX DEPTH OF EDGE CUT OR NOTCH MIN DEPTH REMAINING AFTER CUT OR NOTCH 2x4 1 3/8" 2 1/8" 2x6 2 3/16" 3 3/8" 2x8 2 7/8" 4 3/8" CUTTING AND NOTCHING WOOD STUDS NOTE: DO NOT NOTCH MORE THAN THREE ADJACENT STUDS WITHOUT REVIEW BY ENGINEER. BEARING WALL STUDS ORIENTATION PER PLAN � TYP. HOEDOWN STRAP J SCALE: 3/4" = 1'-0" PANEL EDGE NAILING OVER ALL HOEDOWN STUDS SHEARWALL PER PLP NAILING PER SHEARV SCHEDULE (TYP) STRAP PER PLAN W/ EQUAL NUMBER OF SPECIFIED NAILS IN STUDS ABOVE AND B BELOW BEAM PER PLAN SHEARWALL PER PLAN PANEL EDGE NAILING TO ALL HOEDOWN STUDS /POST HOEDOWN PER PLAN REFER TO SCHEDULE HOEDOWN POST /STUDS PER SCHEDULE PLYWOOD SHEATHING PER PLAN FULL WIDTH VERTICAL GRAIN BLOCKING TO MATCH HOEDOWN STUDS /POST PER SCHEDULE REFER TO PLAN FOR LOCATIONS WHERE WALL CONTINUES VTO EACH BLOCK AND SHEATHING .AN JOISTS ARE NDICULAR, �E ITS HANGER v " .M WHERE JOISTS ARE PARALLEL, PROVIDE TJI BLOCKING @ 48" O.C. � TYP. FLOOR BEAM (CANTILEVER) SCALE: 3/4" = 1'-0" STUD SIZE MAX DIAMETER OF BORED HOLE MIN DEPTH REMAINING AFTER BORED HOLE 5/8" EA SIDE OF HOLE 2x4 1 3/8" 2x6 2 3/16" 5/8" EA SIDE OF HOLE 2x8 2 7/8" 5/8" EA SIDE OF HOLE NOTE: STUDS MAY NOT BE BORED IN EXCESS OF 40% OF THE STUD, IF STUDS ARE DOUBLED, BORINGS MAY BE INCREASED TO 60% OF STUD WIDTH PROVIDED NOT MORE THAN (2) SUCCESSIVE STUDS ARE BORED. BORINGS SHALL NOT BE MADE AT THE SAME SECTION WHERE CUT OR NOTCH HAS BEEN MADE. NON -BEARING WALL STUDS STUD SIZE MAX DIAMETER OF BORED HOLE MIN DEPTH REMAINING AFTER BORED HOLE 2x4 2 1/16" 5/8" EA SIDE OF HOLE 2x6 3 1/4" 5/8" EA SIDE OF HOLE 2x8 4 1/4" 5/8" EA SIDE OF HOLE NOTE: STUDS MAY NOT BE BORED IN EXCESS OF 60% OF THE STUD. BORINGS SHALL NOT BE MADE AT THE SAME SECTION WHERE CUT OR NOTCH HAS BEEN MADE. BORED HOLES IN WOOD STUDS NOTE: BORED HOLE NOT PERMITTED IN MORE THAN THREE ADJACENT STUDS WITHOUT REVIEW BY ENGINEER. HOEDOWN STRAP SCHEDULE PLAN MARK END LENGTH #NAILS EA. END LENGTH HOEDOWN STUDS/POST IF 2x4 IF 2x6 CS16 1'-2" (13)8D (1)2x4 (1)2x6 CMST14 2' - 6" (33) 10D 4x6 4x6 MSTC 72 CTRD FILL 4x8 6x6 4 TYP. HOEDOWN STRAP SCHEDULE SCALE:3NTS _� ARCHITECTS 2126 Westlake Ave. Seattle, WA 98121 206.621.7150 tylerengle.com PROJECT TITLE JOB NUMBER 326 SUNSET AVE N. EDMONDS WA, 98020 PANEL EDGE NAILING OVER ALL HOEDOWN STUDS SHEARWALL PER PLAN � (4) 8d INTO EACH BLOCK NAILING PER SHEARWALL SCHEDULE (TYP.) z JOISTS AND SHEATHING ISSUE/REVISIONS DATE � PER PLAN PERMIT SET 06.06.2024 DECK JOISTS PER PLAN WHERE JOISTS ARE � PERPENDICULAR, LUS HANGER PROVIDE ITS HANGER @ BEAM 2X10 LEDGER W/ (4) 1/4" WHERE JOISTS ARE DIA. X 4 1/2" SDS SCREWS PARALLEL, PROVIDE TJI @ 12" O.C. BLOCKING @ 48" O.C. BEAM PER PLAN TYP. DECK LEDGER @ EXT WALL 8 SCALE: 3/4" - 1'-O" ©2023 TYLER ENGLE ARCHITECTS PANEL EDGE NAILING OVER ALL HOEDOWN S HOEDOWN PER PLAN NAILING PER SHEARWP SCHEDULE (TYP.) 1 3/4" LSL RIM JOIST OR BEAM PER PLAN LEAVE ONE END OF - STRAP UN -NAILED AND NAIL JUST PRIOR TO COVERING y:��_�:viv_�����:a��_��� TYP. EXTERIOR WALL FRAMING 12 SCALE: 3/4" = 1'-0" A35 PER SHEARWALL SCHEDULE VERTICAL GRAIN BLKG. TO MATCH HOEDOWN STUDS (4)8d INTO EACH BLOCK JOIST DIRECTION AND SHEATHING PER PLAN WHERE JOISTS ARE PARALLEL, PROVIDE TJI BLKG. @ 48" O.C. (2) 16d THRU EACH JOIST OR BLOCK BEAM /HDR. PER PLAN (WHERE OCCURS) �269 REGISTERED � ARCHITECT fii/IlMrdi{d—.. . TYLER CHASE ENGLE STATE OF WASHINGTON DEDICATED APPROVAL STAMP SPACE RESUB Aug 21 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-0547 DRAWING TITLE STRUCTURAL DETAILS DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE DATE SHEET NUMBER 06.13.2024 � ■ 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 ALL TREAD AND RISER DIMENSIONS PER ARCHITECT PER ARCH 3/4" PLYWOOD SHEATHING i � � LSC HANGER 2X10 @ 16" OC 4X10 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 16D NAILING PER SCHEDULE EDGE NAILING OVER EA. STUD 1t PLYWOOD � EDGE I 16d NAILING PER SCHEDULE Detail B PLAN VIEW AT ABUTTING PANEL EDGES OF W3 AND W2 1 /2" MAX TO EDGE OF � WASHER Detail C 3/8" 1/2" MIN. � �, �, TYP. _� w N � w O RIM Detail D � 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 ----- ------- 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 �� 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" Shearwall Schedule 10 02 ®®®07 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 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 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. ;4 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF W3 AND W2. SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. �5;� TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. SEE PLANS AND HOEDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. 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. LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. 0 A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. 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. 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 �� �� �� �� �� �� •��� � A35 PER SHEARWALL �, �� SCHEDULE r� �� �� (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 BLD2024-0547 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 BLD2024-0547 DRAWING TITLE STRUCTURAL DETAILS DRAWN /CHECKED BY DRAWN BY: E. LUND CHECKED BY: E. GIBBON, T. ENGLE DATE SHEET NUMBER 06.13.2024 � ■