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APPROVED BLD BLD2023-1474+Structural_Plan+11.16.2023_1.54.23_PM+3905529BUILT 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, THE INTERNATIONAL BUILDING CODE (2018 EDITION), & SEATTLE BUILDING CODE MODIFICATIONS TO THE INTERNATIONAL BUILDING CODE. 2. DESIGN LOADING CRITERIA: FLOOR LIVE LOAD (RESIDENTIAL). . . . . . . . . . .40 PSF ROOF SNOW LOAD (Pf) . . . . . . . . . . . . . . . . 25 PSF WIND: BASIC WIND SPEED (3-SECOND GUST) . . . . . . . .110 MPH WIND IMPORTANCE FACTOR (Iw). . . . . . . . . . . . .1.0 WIND EXPOSURE . . . . . . . . . . . . . . . . . . . . B TOPOGRAPHICAL FACTOR (Kzt). . . . . . . . . . . . .1.00 EARTHQUAKE: LAT. / LONG . . . . . . . . . . . . . . 47.824 /-122.353 SEISMIC IMPORTANCE FACTOR (le) . . . . . . . . . . .1.0 SEISMIC USE GROUP . . . . . . . . . . . . . . . . . . 11 MAPPED SPECTRAL RESPONSE (Ss/S1) . . . . . . 1.30g/0.56g SPECTRAL RESPONSE COEF. (SDS/SDI). . . . . .0.86g/NA SEISMIC FORCE RESISTING SYSTEM:. . .PLYWOOD SHEAR WALLS DESIGN BASE SHEAR . . . . . . . . . . . . . . . . 11.28k SEISMIC RESPONSE COEFICIENT (Cs) . . . . . . . . .0.134 SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . D RESPONSE MODIFICATION FACTOR (R). . . . . . . . . . 6.5 ANALYSIS PROCEDURE . . . . . . EQUIVALENT LATERAL FORCE REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2014 DATA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANICES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONCRETE 9. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD- ANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF F'C = 2,500 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. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CON- CRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE- MENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR_ ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. 10. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A_185. 11. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD- ANCE WITH ACI 31802. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 2' 0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTER- SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2' 0" MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 12. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . .3" B. ALL OTHER SURFACES . . . . . . . . . . . . . . . . 1 1/2" ANCHORAGE 13. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET-3G" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508. WOOD 14, FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CON- FORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE JOISTS: (2X MEMBERS) HEM -FIR NO. 2 METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. MINIMUM BASE VALUE, FB = 850 PSI THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL (3X & 4X MEMBERS) DOUGLAS FIR NO. 1 AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE MINIMUM BASE VALUE, FB = 1000 PSI SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON- TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, STRUCTURAL LIGHT FRAMING: DOUGLAS FIR NO. 2 CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON- (INCL. 3X AND 4X POSTS) MINIMUM BASE VALUE, FB = 900 PSI CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. BEAMS AND STRINGERS: DOUGLAS FIR NO. 1 7. SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS SHALL BE PROVIDED IN (INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED POSTS AND TIMBERS: DOUGLAS FIR NO. 1 BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, (6X6 AND LARGER ) MINIMUM BASE VALUE, FC = 1000 PSI STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR OR HEM -FIR STANDARD GRADE GEOTECHNICAL 8. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH REC- OMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGI- NEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COM- PACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FIN- ISHED 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. . . . . . . . . 2500 PSF LATERAL EARTH PRESSURE . . . . . . . . . 35 PCF SOILS REPORT REFERENCE: COBALT GEOSCIENCES, LLC E GEOTECHNICAL EVALUATION, PROPOSED DEVELOPMENT, 19324 881H AVENUE WEST, EDMONDS, WAJ DATED JANUARY 20, 2023. 2X6 STUDS AND PLATES: HEM -FIR NO.3/ STUD GRADE 2X AND 3X T & G DECKING HEM -FIR COMMERICAL DEX, MINIMUM BASE VALUE, FB = 1350 PSI 15. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F V4, FB = 2,400 PSI, FV = 165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F V8, FB = 2400 PSI, FV = 165 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. ALL COLUMNS SHALL BE DOUGLAS FIR COMBINATION NO. 5, FC = 2400 PSI, E = 2. 0 X 1 OE6 PSI. 16. ENGINEERED LUMBER MEMBERS SHALL BE MANUFACTURED UNDER A PROCESS BY THE NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPROPRIATE NER REPORT AND GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. PSL FB = 2900 PSI E = 2200 KSI FV = 290 PSI NER-292 LSL FB = 2325 PSI E = 1550 KSI FV = 310 PSI NER-481 LVL FB = 2600 PSI E = 2000 KSI FV = 285 PSI NER-126 DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY THE WEYERHAUSER CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED. ALL PROPOSED HOLE SIZES AND LOCATIONS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES. 17. PREFABRICATED CONNECTOR PLATE WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TPI 78" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: ROOF: A. TOP CHORD LIVE LOAD . . . . . 25 PSF B. TOP CHORD DEAD LOAD . . . . . 10 PSF C. BOTTOM CHORD DEAD LOAD . . . . 5 PSF D. TOTAL LOAD . . . . . . . . . 40 PSF FLOOR: A. TOP CHORD LIVE LOAD . . . . . 40 PSF B. TOP CHORD DEAD LOAD . . . . . .7 PSF C. BOTTOM CHORD DEAD LOAD . . . . 5 PSF D. TOTAL LOAD . . . . . . . . . 52 PSF WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCT- STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 18. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE USED IN LIEU OF PLYWOOD. A. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH MINIMUM SPAN RATING 24/0. B. FLOOR SHEATHING SHALL BE 3/4" (NOM.) MIN. T&G WITH SPAN RATING 48/24. C. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH MINIMUM SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING. 19. 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. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES, AND COLUMNS. 20. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UN- LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEA- SONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS STEEL (SST300), POST HOT -DIPPED GALVANIZED(HDG) OR GALVANIZED WITH A MINI- MUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" OR "IUT" SERIES JOIST HANGERS. 21. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6D 2" 0. 113" 8D 2-1/2" 0. 131" IOD 3" 0. 148" 12D 3-1/4" 0. 148" 16D 3-1/2" 0. 162" 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 SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. 22. WOOD FRAMING NOTES THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS @ 16" O.C. AT INTERIOR WALLS AND 2X6 @ 16" O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COL- UMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. 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 AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE SIX 16D NAILS AT 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12" O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT) @ 4' 0" O.C. UNLESS INDICATED OTHERWISE. INDIVI- DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16D @ 12" O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI JOIST BEAMS TO- GETHER WITH 16D @ 12" O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. PROVED PLANS MUST B JOB SITE = The following documentation shall be available on ' site for the building inspector: • ■ 0 COE APPROVED ARCHITECTURAL PLAN SET ' COE APPROVED STRUCTURAL PLAN SET [:]COE REVIEWED CALCULATION PACKET ■ F-] ENERGY CREDIT WORKSHEET ' F-] SITE PLAN • ■ CIVIL PLAN LJ ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project Chris and Zoey Custom Home 19324 88th Avenue West Edmonds, WA Issue Date Issue Description 10/24/23 Permit Set Building Department Approval RECEIVED Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1474 Drawing Title GENERALSTRUCTURAL NOTES Drawing Number Sill Cw G O Z G 0 I- Cn U LLI O N 0 z Q I r 0 BUILT FOOTNOTES Q1 WRAP STRAPS AT BEAM AS REQUIRED FOR NAILING PER STRAP SCHEDULE Q2 LAP STRAPS AT POST, SEE STRAP SCHEDULE O3 46 (P.T.) — BEAR ON STRIP FOOTING. FASTEN POST TO BEAM AND FOUNDATION PER 2/S3.0 ® FOUNDATION CONTINUOUS AT DOOR OPENINGS, DEPRESS TOP OF STEM WALL AS REQ'D, SEE ARCH'L. FRAMING PLAN NOTES 1. SW_ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S4.0. REFER TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 2. REFER TO GENERAL STRUCTURAL NOTES FOR FLOOR OR ROOF SHEATHING TYPE, THICKNESS, AND NAILING. 3. COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED OTHERWISE. SEE 11/S4.0. 4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PLATES AND SPLICE PER 12/S4.0. 5. SEE 6/S4.0 FOR TYPICAL STRAP INSTALLATION AND SCHEDULE FOUNDATION PLAN NOTES 1. SEE 10/S4.0 FOR TYPICAL HOLDOWN REQUIREMENTS AT CONCRETE WALLS AND FOOTINGS. FOOTING SCHEDULE MARK SIZE REINFORCING F18 1'-6" SQ. x 9" DP. (2) #4 EA. WAY BOTTOM F24 2'-0" SQ. x 9" DP. (3) #4 EA. WAY BOTTOM F30 2'-6" SQ. x 9" DP. (4) #4 EA. WAY BOTTOM F36 3'-0" SQ. x 9" DP. (5) #4 EA. WAY BOTTOM HANGER SCHEDULE MEMBER HANGER TOP NAILING 2x12 JB21 OA 0.148" 0 x 1.5" 2x10 @ 19.2"oc TYP. UN NOTED OTHERWISE. PRO\ 3/4" (NOM.) SHEATHING, GENERAL NOTES L� S3.0 I (REBAR VARIES) -MAIN FLOOR FRAMING/FOUNDATION PLAN scale: 1/4" = 1'-0" S3.0 TDEBAR VARIES) CORNER BARS AT WALLS AND FOOTINGS PER 11/S3.0 BUILT PROVED S MUST B ON JOB SITE Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project Chris and Zoey Custom Home 19324 88th Avenue West Edmonds, WA Issue Date Issue Description 10/24/23 Permit Set Building Department Approval RECEIVED Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1474 Drawing Title MAIN FLOOR FRAMING/ FOUNDATION PLAN Drawing Number S2,l 5W G 0 r 2 0 CD U W 0 N n z Q U) I I i U FOOTNOTES O1 WRAP STRAPS AT BEAM AS REQUIRED FOR NAILING PER STRAP SCHEDULE ON 6/S4.0. r O2 SHEATHING CONTINUOUS THROUGH WALL INTERSECTION O3 PROVIDE CS14 AT TRUSS BOTTOM CHORD TO SHEARWALL. SEE STRAP SCHEDULE. STRAP AND BLOCK SHEARWALL SIM. TO STRAPPED OPENING 9/S4.0. ® TRUSS MRF TO DESIGN TRUSS TO TRANSFER 2.3K STRAP FORCE AT BOTTOM CHORD O5 CS16 BEAM TO PLATE. PROVIDE ADD'L 2x6 PLATE OVER AT SHEARWALL AS REQUIRED FOR STRAP ALIGNMENT. NAIL PLATE WITH PLATE NAILING PER SHEARWALL SCHEDULE TO DOUBLE TOP PLATES BELOW. © (2)CS16 TRUSS TO BEAM OR BEAM TO DRAG STRUT. SEE STRAP SCHEDULE FOR NAILING AND END LENGTH. ztO7 BEAR GLULAM FULL OVER STUD PACK. TRUSS MFR TO HOLD 16" PRE —MANUFACTURE[ TRUSS SHORT AT THIS LOCATION. TRUSSES @ 24" oc TYP. ® IF TRUSSES BREAK OVER WALL, PROVIDE (2)CS16 AT FLOOR FRAMING UNLESS TRUSS —TO —TRUSS CONNECTION. OTHERWISE. PROVIDE 1" SHEATHING, SEE GENER/ O DRAG STRUT PER DETAIL CONT. OVER SPAN SHOWN. LAP SPLICES IN STRUT WITH CS16, SEE STRAP SCHEDULE FOR NAILING AND END LENGTH. 10 PROVIDE SIMPSON "OUTDOOR ACCENTS" HARDWARE OR EQUIVALENT, PROVIDE "AVPL" ANGLE BRACKET EA SIDE OF POST TO BEAM, AND APVB POST BASE WITH ANCHOR BOLT PER FOUNDATION DETAIL. 11 PROVIDE APPROVED SEALER SUCH AS PPG PROLUXE (FORMERLY SIKKENS CETOL) ALSO SEAL END GRAIN OF POST AND BEAM PRIOR TO INSTALLATION. SEE ARCH'L. 12 PROVIDE APHH46 HANGERS TO 2x LEDGER. FASTEN LEDGER WITH (2) 1/4"0 x 31/2" SDS SCREWS AT EA STUD (16" oc) NOTCH RAFTER TO BEAR FULL IN HANGER SEAT. NO OVERCUTS. FRAMING PLAN NOTES 1. SW__ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S4.0. REFER TO DETAILS FOR ALL HEADERS (2)2x8 TY TYPICAL SHEARWALL CONSTRUCTION. SEE UNLESS NOTED OTHERWI ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 2. REFER TO GENERAL STRUCTURAL NOTES FOR FLOOR OR ROOF SHEATHING TYPE, THICKNESS, AND NAILING. 3. COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED OTHERWISE. SEE 11/S4.0. 2x12 @ 24" oc TYP. AT VAULTED CEILING, UNO. 4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PROVIDE 1/2" (NOM.) RO PLATES AND SPLICE PER 12/S4.0. SHEATHING PER GENERA 5. SEE 6/S4.0 FOR TYPICAL STRAP INSTALLATION AND SCHEDULE LEGEND SPAN EXTENT X SECTION DETAIL X. — — — — DROPPED BEAM/HEADER FLUSH BEAM (P.T.) PRESSURE —TREATED (X) NUMBER OF BUILT—UP STUDS (D.S.) DRAG STRUT — PROVIDE 8d @ 6" oc AT SHEATHING BLOCK ONE BAY EA. SIDE @ 48" oc 48 @ 36"oc. PROVIDE 2x6 T&G DECKING PERPENDICULAR OVER RAFTERS IN LIEU OF PLYWOOD PROVED PLAINS MUST B ON JOB SITE Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project Chris and Zoey Custom Home 19324 88th Avenue West Edmonds, WA Issue Date Issue Description 10/24/23 Permit Set COLUMN ABOVE ❑ COLUMN BELOW ALL —THREAD HOLDOWN AT 1 UPPER FLOOR LOW ROOF FRAMING PLAN MAIN FLOOR WALLS \� END OF SHEARWALL ABOVE S2.1 scale: 1/4" = 1'-0" Building Department Approval STRAP HOLDOWN AT RECEIVED cs� END OF SHEARWALL ABOVE Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT HANGER SCHEDULE MEMBER HANGER FACE NAILING 2x12 (SLOPED) LRU21OZ 0.148"0 x 1.5" 2x12 (FLAT) LUS210 10d COMMON BLD2023-1474 Drawing Title UPPER FLOOR/ LOW ROOF FRAMING PLAN Drawing Number S2ml G 0 U) U W 0 N 0 z Q U) I r U BUILT FOOTNOTES �O1 SHEATHING CONTINUOUS THROUGH WALL INTERSECTION O2 THERE ARE TWO BANKS OF WINDOWS AT THIS ELEVATION, ONE ABOVE THE OTHER. SEE UPPER FLOOR FRAMING PLAN FOR HEADER AND STRAPPING AT WINDOWS BELOW. O3 PROVIDE (3)A35 CLIPS AT TRUSS TO SHEARWALL TOP PLATE ® (2)CS16 AT TOP PLATE SPLICE AT WALL INTERSECTION. SEE STRAP SCHEDULE FOR END LENGTH AND NAILING. O5 (4)A35 CLIPS AT TRUSS TO SHEARWALL TOP PLATE FRAMING PLAN NOTES 1. SW__ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S4.0. REFER TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 2. REFER TO GENERAL STRUCTURAL NOTES FOR FLOOR OR ROOF SHEATHING TYPE, THICKNESS, AND NAILING. 3. COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED OTHERWISE. SEE 11/S4.0. 4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PLATES AND SPLICE PER 12/S4.0. 5. SEE 6/S4.0 FOR TYPICAL STRAP INSTALLATION AND SCHEDULE LEGEND SPAN <eEXTENT X SECTION DETAIL �IsX. — — — — DROPPED BEAM/HEADER FLUSH BEAM (P.T.) PRESSURE —TREATED (X) NUMBER OF BUILT—UP STUDS (D.S.) DRAG STRUT — PROVIDE 8d @ 6" oc AT SHEATHING BLOCK ONE BAY EA. SIDE @ 48" oc COLUMN ABOVE ❑ COLUMN BELOW ALL —THREAD HOEDOWN AT END OF SHEARWALL ABOVE PRE —MANUFACTURED R001' TRUSSES TYP, UNLESS NOTED OTHERWISE. PROVIDE 1/2" (NOM.) RO SHEATHING PER GENERA ALL HEADERS (2)2x8 TYI UNLESS NOTED OTHERWI' SHEATHE ALL EXTERIOR WALLS "SW1" PER PLAN NOTE 1 TYP. UNLESS NO OTHERWISE BUILT PROVED PLAINS MUST B ON JOB SITE Project Contact „s STRAP HOEDOWN AT 4�4� Ply l I N Brice Parrish END OF SHEARWALL ABOVE V tel 253 985 5008 i Brice@builtstructural.com HANGER SCHEDULE MEMBER (SLOPED ONLY) HANGER FACE NAILING 2x12 LRU21OZ 0.148"0 x 1.5" ROOF FRAMING PLAN (UPPER FLOOR WALLS; scale: 1/4" = 1'-0" Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project Chris and Zoey Custom Home 19324 88th Avenue West Edmonds, WA Issue Date Issue Description 10/24/23 Permit Set Building Department Approval RECEIVED Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1474 Drawing Title ROOF FRAMING PLAN Drawing Number S12 5W G O Z 75 O Cn U W 0 N n z Q U) I r U illillillillillllllll1111111111 111111111111111111111111111111111111111111 ............... SHEARWALL PER PLAN VERT GRAIN BLOCKING TO BUIL PANEL EDGE NAILING HOLDDOWN STUDS 1 n e e r I n I� OVER ALL HOLDDOWN STUDS OVER PANEL EDGE NAILING AND POSTS AND SHEARWALL PER PLAN OVER HOLDDOWN STUDS HOLDDOWN PER PLAN HOLDDOWN PER PLAN (2) 10d THRU EA JOIST APPROVED 2x6 P.T. PLATE WITH OR BLOCKLANS 5/8"0 ANCHOR BOLTS PER MUST B BEAM PER PLAN SW SCHEDULE (@ 48'oc (2) #4 TOP F 1 (4) 8d AT SHEATHI G 2x JOIST BLOCKING ELSEWHERE) @ 48 VERT. 2x RIM OR I I TO BLOCKING AND (2) 10 JOB SITE OVER SUPPORT #4 oc (CENTERED) BEAM PER PLAN AT EA. JOIST/RIM/BEAM SLAB ON GRADE TO BLOCKING WHERE OCCURS SLAB -ON -GRADE EDGE NAILING OF JOISTS AND SHEATHING °° PER PLAN SHEARWALL ABOVE JOISTS AND DIRECTION PER PLAN SHEATHING SLAB ON GRADE Vf AND SHEATHING PER PLAN TO BE CONT II • x x x x x x x x- OCCURS WHERE OCCURS IV- -- 2x4 x 12" EA SIDE W/ (8) 10d r� '% //�// //�//�//�/ owmgw000iv� O ---- - -- (2) #4 CONT. TOP 5x /, II /$ 0 ANCHOR BOLTS PER P.T. POST PER PLAN >< r�\ SW SCHEDULE (@ 48"oc fE a ELSEWHERE) (2) LAYERS BUILDING -- A34 EA SIDE OF POST ° °°°°� °oo Z o � WHERE JOISTS ARE PAPER W/ POWDER ACTUATED R "' " °°o ° #4 @ 48" oc VERT. PARALLEL, PROVIDE 00 ANCHOR (ALT HOOKS) BLOCKING (MIN 121) DRAINAGE PER 4n 8n 4n (2) #4 CONT. ° °°°° '��j� @ 48" oc ARCHITECTURAL � ���j�j � ANCHOR PER HOLDDOWN FOOTING SIZE AND SCHEDULE W/ MATCHING REINF PER PLAN DRAINAGE PER 4" 8' 4n ALL -THREAD COUPLER ARCHITECTURAL (2) #4 CONT. 3/4" = 1'-0" 1 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 PANEL EDGE NAILING 4 HEADER TO BEAR OVER ALL HOLDDOWN STUDS A35(3 LOCATIONS) i i ON 46 SHEARWALL PER PLAN 2x (P.T.) PLATE FULL i HOLDDOWN PER PLAN WIDTH OF STEM WALL (6)10d ----- _ ------ (2)CS16 NAILED INTO 5 /8 ANCHOR BOLTS PER WHERE JOIST HANGERS HANG FROM PLATE 46 BLOCKING AND SW SCHEDULE (@ 48"oc i� ins HEADER ELSEWHERE) I I JOISTS PER PLAN • i ii PANEL EDGE NAILING SLAB ON GRADE PER INTO 46 BLOCK PLAN (WHERE OCCURS) --------- SHEARWALL PER PLAN ' A Z -------------- --- ---- � (2) #4 CONT. TOP _ i 46 POST EACH SIDE x (2)10d @ 12"oc THRU #4 @ 48"oc VERT. HANGERS PER PLAN 5• PAR w, s�f�1s o i zo 2x6 (CENTERED) (2) LAYERS OF BLDG `�of O° HOLDOWN PER PLAN Z X PAPER BETWEEN JOISTS z L� ANCHOR BOLTS PER o �� AND WALL o � ¢ SHEARWALL SCHEDULE ' �� \r' off, 53937 �sSI0NALE��1 w [(2) BOLTS MIN.] HJ J Q 4x P.T. SILL PLATE o �� °° X. Project Contact a 8" CONCRETE WALL W/ Brice Parrish a a #4 @ 10"oc EA WAY AND 253 brlice@bus 5008 ural.com a (2 (2) #4 VERT EA END en 4n DRAINAGE PER ARCH L. 4- (2) #4 CONT. WALL Designer 3/4" = 1'-0" 5 3/4" = 1'-0" 6 3/4" = 1'-0" 7 3/4" = 1'-0" 8 LLC 241 4113 56th Ave W Mountlake Terrace, WA 98043 Project Chris and Zoey Custom Home 19324 88th Avenue West Edmonds, WA 4" THICK SLAB REINF. W/ W2.9xW2.9 6x6 W.W.M. CTR'D. Issue Date Issue Description CORNER BARS TO MATCH EXT. HORIZ. REINF. 10/24/23 Permit Set AS SHOWN TYPICAL -x x x x x x—�6 MIL VAPOR BARRIER °° - 000000� - 00�08°°000071� SLAB 8 OI Z9.7 °Z.. (OMIT AT EXTERIOR SLABS) DOUBLE ADD'L. TYPICAL CORNER BARS: o°o� ��������������������������������� 4" FREE -DRAINING CURTAIN VERTS. 24 GRANULAR FILL 24F_ Building Department Approval CONTROL JOINT FORMER - -� CONTROL —x x x� rx x x— "ZIP STRIP" 11/2" DEEP RECEIVED °° 00000 0� o �os000 oo JOINT 8�°00° °08�°00°�0�°° 0°0°8 JOINT MAY BE SAW -CUT Nov 27 2023 CORNER BARS TO MATCH � lx\�; AT CONTRACTOR'S OPTION) CITY OF EDMONDS DEVELOPMENT HORIZONTAL REINFORCING ����;��;�����;\�;x�;l DEPARTMENT (ALTERNATE HOOKS) CUT ALT. WIRES AT JOINT 2nd POUR 1st OUR SI N GLE ----- _______ e �- PLASTIC JOINT KEY BLD2023-1474 CURTAIN ADD'L. TYPICAL CORNER BARS: •-- -- "MEADOW BURKE" VERTS. 24 CONSTR. —x x x x x x— STOP REINF. 1" CLEAR OF - 24 o° o 00° o 00 00°°� o�°oo°o JOINT 800°o�oa8o°°°o JOINT EACH SIDE Drawing Title SLAB —ON —GRADE (NOT INSULATED) Drawing Number TYPICAL CORNER BARS AT CONCRETE WALLS „-,_„ � „_-„ 1 � „_,_„ 1 1 „=-„ 1 2 SIO 3/4 1 0 3/4 1 0 3/4 1 0 3/4 1 0 w 0 N 0 z Q BUILT ffffig VERT 2x4 BLOCK BETWEEN 111111111111111 1111111111111, *04 �_ BUILT 8d @ 6" oc DRAG STRUT PER PANEL EDGE NAILING OVER ALL HOLDDOWN STUDS HOLDDOWN PER PLAN RIBBON BOARDS AT EACH TRUSS VERT GRAIN BLKG TO APPROVED MATCH HOLDOWN STUDS e n g 1 n e e r 1 n PLAN (WHERE OCCURS) NAILING PER SHEARWALL AND POSTS WHERE A N S MUST BI TRUSS BLOCKING DESIGNED A35 PER SHEARWALL SCHEDULE A35 PER SHEARWAL TO TRANSFER 360 PLF FROM SCHEDULE 2x6 RIBBON BOARD TOP SCHEDULE 014 JOB SITE 8d @ 6" oc TOP TO BOT. CHORD UNLESS NOTED OTHERWISE ON PLANS FLOOR TRUSSES AND SHEATHING PER PLAN AND BOT OF TRUSS w/ (2)10d EACH TRUSS FLOOR TRUSSES AND SHEATHING PER PLAN TRUSSES PER PLAN (DIR. VARIES) CD Z SHEATHE AND Z oNAIL TO MATCH ¢ U LJ N SHEARWALL BELOW FULL DEPTH BLOCKING (OR RIM AT EXTERIOR) ____________ _______L J___________ ________ --------------- TOP PLATE CONNECTION PER SW SCHEDULE HEADER PER PLAN HEADER PER PLAN PANEL EDGE NAILING ----- (WHERE OCCURS) ----- (WHERE OCCURS) PER SW SCHEDULE ANCHOR BOLTS & WASHERS PER SW SCHEDULE SHEARWALL PER PLAN SHEARWALL PER PLAN 3/4" = 1'-0" 1 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 SEE 8/S3.1 FOR CALLOUTS IN COMMON 8d @ 6"oc 8d @ 6"oc 10d @ 4"oc NAIL END RAFTER w/ (3) 10d EA STUD PANEL EDGE NAILING OVER ALL HOLDDOWN STUDS VERT GRAIN BLKG TO MATCH HOLDOWN STUDS AND POSTS 2x4 FLAT BLOCKING HOLDDOWN PER PLAN BETWEEN FLOOR FLOOR TRUSSES AND TRUSSES NAILING PER SHEARWALL SHEATHING PER PLAN SCHEDULE RAFTERS PER PLAN m Z PANEL EDGE NAILING TO MATCH N SHEARWALL BELOW P-4 5 WA ��s 1 "' - -- , NAIL BOT. CHORD OF CONT 2x4 PER PLAN TRUSSES PER PLAN X BEAM OR GIRDER �� --- �; TRUSS PER PLAN "' ' BEARING WALL/HEADER/ SHEARWALL WHERE OCCURS L SHEARWALL PER PLAN LADDER/END TRUSS WITH PLATE NAILING PER SHEARWALL SCHEDULE TO MATCH SHEARWALL BELOW. (NO A35 REQ'D FOR THIS DETAIL) HEADER/BEAM PER PLAN o 53937 ��ssl �NALE Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer 3/4" = 1'-0" 5 3/4" = 1'-0" 6 3/4" = 1'-0" 7 3/4" = 1'-0" 8 LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project Chris and Zoey Custom Home SEE 8/S3.1 FOR CALLOUTS IN COMMON 19324 88th Avenue West Edmonds, WA Issue Date Issue Description 10/24/23 Permit Set 8d @ 6" oc 10d @ 6" oc 2x4 BLOCKING EA SIDE RIBBON BOARD/TRUSS/ 8d @ 6" oc 10d @ 6" oc 2x4 BLOCKING EA SIDE TRUSS OR BEAM BEAM PER PLAN PER PLAN TRUSSES PER PLAN TRUSSES PER PLAN Building Department Approval RECEIVED � Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT HANGER PER TRUSS MFR i , _' TRUSSES PER PLAN _. ----------------------------------------------------- HANGER PER TRUSS MFR 2x4 BLOCKING AT BLD2023-1474 IL Drawin Title g TRUSS STRUCTURAL DETAILS LL Drawing Number 3/4" = 1'-0" 9 3/4" = 1'-0" 10 3/4" = 1'-0" 11 3/4" = 1'-0" 12 S11 W 2E 0 2 0 Cn Z) U W O N 0 z Q BUILT ffffig SEE 7 S3.2 FOR CALLOUTS IN COMMON BUILT- RBC @ 24" oc (2)10d EACH OUTRIGGER TO 20 BLKG AT BAY WHERE e n g 1 n e e r i n g TRUSS DIAGONAL BRACE LANDS. APPROVED PRE -MANUFACTURED 2x4 FLAT OUTRIGGERS NAIL BLOCK W/(2)10d TRUSSES PER PLAN @ 24" oc NOTCHED INTO THRU TRUSS TOP CHORD GABLE END FRAMING EA END AND (5)8d PLANS MUST B PER TRUSS MFR SHEATHING. 8d @ 6" oc 014 JOB SITE SHEATHE PER SW1 PANEL EDGE NAILING PER PLAN (8d @ 6"oc U.N.O.) PLAN (8d @ 6"oc U.N.O.) PER ARCH (1'-6" MAX) (6) 10d BLOCK FULL -DEPTH FASCIA PER BRACE TO (VENT PER ARCH'L.) ARCH'L BLOCK TRUSSES PER PLAN 6" LONG SDWC TRUSS BRACES 2x4 @ 6'-0"oc, (HEADER AT SOME SCREW [(2) AT GIRDER SHEATHE GABLE END NO STEEPER THAN 1:1 LOCATIONS) TRUSSES] TRUSS PER SW1 USE (2)2x4 NAILED W/ (2)10d @ 12" oc WHERE NOT A BEARING WALL BRACE EXCEEDS 6'-0" L SHEARWALL PER PLAN SHEARWALL PER PLAN GIRDER TRUSS PER PLAN A35 PER SW SCHEDULE A34 EACH SIDE OF BRACE 3/4" = 1'-0" 1 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 PANEL EDGE NAILING PER NOTCH RIM OR PROVIDE 8d @ 6"oc PLAN (8d @ 6"oc U.N.O.) SQUASH BLOCKING FOR TO BLOCKING FULL BEARING OF OUTRIGGERS 20 @ 24"oc BLOCK FULL -DEPTH OUTRIGGER NOTCH END RAFTER WITH (3) 16d TO RAFTER (VENT PER ARCH'L.) OVER WALL FOR 3'-0" OUTRIGGERS TRIM RAFTER TAILS AS REQUIRED (SEE ARCH'L. FOR DIMS.) PER ARCH (2'-0" MAX) '— (3) 16d 10d @ 6"oc (3) 16d AT BLOCK FACENAIL STAGGERED AT BARGE PER ARCH'L 2'-0" MAX 2x4 OUTRIGGER AT EACH RAFTERS RAFTER PER PLAN S. PAR RAFTER (SEE PLAN FOR LENGTH) BLOCK ONE RAFTER M BAY @ 48"oc LAP SHEATHING CONT. RAFTERS PER PLAN A35 PER SW SCHEDULE O 8c 3t37 ti ��s OVER RIM AND PROVIDE ` ALE� PANEL EDGE NAILING BEVEL PLATE FOR SHEARWALL PER PLAN PER SHEARWALL SCHEDULE FULL BEARING, MIN. 11/2" WIDE 10d BOX TOE NAIL Project Contact (8d @ 6"oc ELSEWHERE) EACH SIDE OF JOIST Brice Parrish TO PLATE tel 253 985 5008 SHEARWALL PER PLAN brice@builtstructural.com Designer 3/4" = 1'-0" 5 3/4" = 1'-0" 6 3/4" = 1'-0" 3/4" = 1'-0" 8 LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project Chris and Zoey Custom Home 19324 88th Avenue West Edmonds, WA SEE 3 S3.2 FOR CALLOUTS IN COMMON Issue Date Issue Description PANEL EDGE NAILING PER 10/24/23 Permit Set PLAN (8d @ 6"oc U.N.O.) BLOCK FULL -DEPTH (VENT PER ARCH'L.) Building epartment Approval RECEIVED 8d @ 6"oc Nov 27 2023 (VENT PER ARCH'L.) RAFTERS PER PLAN DMONDS CILOPMTY OF ETSERVI DEVELOPMENT SERVICES 21 DEPARTMENT BLD2023-1474 RAFTERS PER PLAN LTP4 IN LIEU OF A35 PER SHEARWALL SCHEDULE BEVEL PLATE FOR Drawing Title HANGERS PER PLAN FULL BEARING, MIN. STRUCTURAL DETAILS 11/2" WIDE 2x12 LEDGER WITH (5) 16d EA STUD SHEARWALL PER PLAN (@ 16" oc) Drawing Number 9 10 11 12 S12 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" w 0 2 0 U) Z) U W 0 N 0 z Q BUILT ffffig END LENGTH PER 6/S4.0 HEADER PER PLAN SHEARWALL PER PLAN -WALL OPENING - PANEL EDGE NAILING PER SHEARWALL SCHEDULE AT FULL HEIGHT STUDS AROUND WALL OPENING (TYP) SHEATHING PER SW SCHEDULE ONE-SIDED o SHEARWALL SHEATHING PER SW SCHEDULE z TWO-SIDED OO STAGGER ANCHORS SHEARWALL �° AT TWO—SIDED SHEARWALLS Q ANCHOR BOLT WITH PLATE SHEATHING PER SW WASHER PER SW SCHEDULE SCHEDULE (0.229"x 3" SQUARE) TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT 3/4" = 1'-0" 1-1/2" = 1'-0" 2 SHEARWALL PER PLAN FLOOR TRUE DIRECTION PLAN STRAP MARK END LENGTH NAILS NAIL SPACING CS16 14 (26) 8d x 21/2" 21/16" CS14 19" (36) 8d x 21/2" 21/16" STRAP PER PLAN INSTALLED OVER SHEATHING VERT. GRAIN BLOCKING TO MATCH HOLDOWN STUDS/ POST PER PLAN HEADER/BEAM PER PLAN WHERE OCCURS SHEARWALL SCHEDULE MARK SHEATHING 10 STUDS AT ABUTTING PANEL EDGES 02 PANEL EDGE NAILING03 RIM JOIST OR BLOCKING TO TOP PLATE BOTTOM PLATE ATTACHMENT SOLID RIM TJI RIM BOTTOM PLATE TO RIM JOIST BELOW ® ANCHOR BOLT TO CONCRETE 05 SILL PLATE AT FOUND. SW1 15/32" CDX PLYWOOD 2x 8d @ Coc A35 @ 24"oc 16d @ 6"oc 16d @ 6"oc 5/8" 0 @ 48"oc 2x SW2 15/32" CDX PLYWOOD 2x 8d @ 4"oc A35 @ 15"oc 16d @ 4"oc 16d @ 4"oc 5/8" 0 @ 32"oc 2x SW3 15/32" CDX PLYWOOD 3x 8d @ 3"oc A35 @ 12"oc N/A — USE SOLID RIM 16d @ 3"oc 5/8" 0 @ 16"oc 2x SW4 15/32" CDX PLYWOOD 3x 8d @ 2"oc A35 @ 9"oc N/A — USE SOLID RIM 16d @ 2"oc 5/8" 0 @ 12"oc 2x SW5 15/32" CDX PLYWOOD BOTH SIDES 3x 8d @ 3"oc A35 @ Coc N/A — USE SOLID RIM (2) ROWS 16d @ 3"oc 5/8" 0 @ 1 Coc 3x 10 WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. 7/16" APA RATED SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32" CDX. 02 STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS — NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING. 03 BLOCK ALL PANEL EDGES W/ 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEAR WALLS. END STUDS SHALL RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d @ 12"oc. ® 8d NAILS SHALL BE 0.131" DIAMETER x 21/2" (COMMON). 16d NAILS SHALL BE 0.135" DIAMETER x 31/2" (BOX). 05 ANCHORS TO CONCRETE SHALL CONSIST OF CAST —IN —PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL —THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS. CAST —IN —PLACE ANCHOR BOLTS HAVE A 7" EMBED AND SHALL BE J—BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5" (INSTEAD, USE EPDXY GROUTED ALL —THREADS OR TITEN HD ANCHORS). EPDXY GROUTED ANCHORS SHALL HAVE 5" EMBED AND 21/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 31/2" EMBED AND 13/4" MIN. EDGE DISTANCE. AT ALL ANCHOR BOLTS, PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF 0.229" (3 GAUGE) x 3"x 3" (SIMPSON BP5/8-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL. SHEARWALL PER PLAN NAILING TO MATCH BOTTOM PLATE NAILING PER SW SCHEDULE SHEARWALL PER PLAN SHEARWALL PE n' ""' PANEL EDGE NAILING PER SW SCHEDULE NAILING TO MATCH BOTTOM PLATE NAILING PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE "' ^ T' ING TO MATCH TOM PLATE NAILING SW SCHEDULE SEE FLOOR AND ROOF DETAILS FOR SECTION —SPECIFIC REQUIREMENTS TRUSSES PER PLAN (DIR. VARIES) BUILT ft n g 1 n e e TT n g APPROVED PLANS MUST B BOTTOM PLATE NAILING PER SW SCHEDULE FULL DEPTH BLOCKING � � TOP PLATE CONNECTION OR RIM AT EXTERIOR � PER SW SCHEDULE BLOCK ALL PANEL EDGES SILL PLATE PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE ON JOB SITE ANCHOR BOLTS & WASHERS PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE S. PA 53937 'kScI"NAL INTERSECTING PANEL EDGE NAILING Project Contact 1) 10d AND 12d DIAMETER = 0.148"; 8d DIAMETER = 0.131. NON—SHEARWALL PER SW SCHEDULE all< Brice Parrish �2 tel 253 985 5o0a USE HALF OF THE REQUIRED NAILS IN EACH MEMBER L a brice@builtstructural.com BEING CONNECTED (i.e. IN EACH END LENGTH). TYPICAL STRAP HOLDOWN AT FLOOR TYPICAL SHEARWALL INTERSECTIONS TYPICAL SHEARWALL SECTION Designer 3/4" = 1'-0" 5 3/4" = 1'-0" 6 3/4" = 1'-0" 8 LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 HEADER LOCATED DIRECTLY OVER OPENING CS16 STRAP OVER SHEATHING FULL —DEPTH 2x BLOCKING BEHIND STRAP AT SHEARWALL HORIZONTALLY STRAPPED SHEARWALL AT WALL OPENING 3/4" = 1'-0" 9 HOLDOWN STUDS/POST PER SCHEDULE PROVIDE PANEL EDGE NAILING OVER ALL HOLDOWN STUDS OR (2) ROWS AT POST II CONT. #4 x 6'-0" EA. SIDE OF AB (WRAP AROUND CORNER AS REQ'D) AT HDU8 , HOEDOWNS OR LARGER SSi6 PER SCHEDULE HDU HOEDOWN SCHEDULE NAIL HOLDOWN STUDS W/ (2)10d @ 6" oc. HDU HOLDOWN W/ 1/4" 0 x 21/2" SDS SCREWS CONCRETE STEM WALL PER PLAN (6" MIN. THICKNESS) ALL THREAD PER SCHEDULE SB PER SCHEDULE � PLATE WASHER PER SCHEDULE PLAN AT STEMWALL AT FOOTING 01 HD POST 02 MARK AB EMBED ALL —THREAD WASHER EMBED 4x WALL 6x WALL HDU2 5/8" 0—SSTB16(L) 12-5/8" 5/8" 0 13/4" SQ x 1/2" 9" (2)2x4 (2)2x6 HDU8 7/8" O—SB7/8 x 24 18" 7/8" 0 21/2" SQ x 1/2" 12" (3)2x4 (3)2x6 ( A307 ALL —THREAD W/ PLATE WASHER PER SCHEDULE AND DOUBLE NUT BOTTOM OR EQUIBALENT SIMPSON PAB. EMBED LENGTH MEASURED TO TOP OF WASHER. O2 MINIMUM SIZE OF POST UNO ON FRAMING PLANS (3 REQUIRES MINIMUM 8" THICK CONCRETE WALL TYPICAL HOLDOWN AT CONCRETE FOUNDATION 3/4" = 1'-0" TYPICAL DOUBLE TOP PLATE PLAN MULTI —STUD PER PLAN WITH NAILING PER GEN. NOTES TYPICAL MULTIPLE -STUD POST CONSTRUCTION 10 3/4" = 1'-0" (8) 16d @ 4"oc STAGGERED EACH SIDE OF SPLICE (16d @ 12"oc ELSEWHERE) i CENTER SPLICE OVER S 6'-0" MIN. BETWEEN SPLICES TYPICAL TOP PLATE SPLICE CONSTRUCTION 11 3/4" = 1'-0" Project Chris and Zoey Custom Home 19324 88th Avenue West Edmonds, WA Issue Date Issue Description 10/24/23 Permit Set Building Department Approval FUD RECEIVED Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1474 Drawing Title STRUCTURAL DETAILS Drawing Number 12 I S4mO Cw G O 0 U) U w 0 N 0 z Q U) I r _ U