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APPROVED BLD BLD2023-1534-Structural Plans-12.14.23BUILT 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). . . . . . . . . . . . .1.41 EARTHQUAKE: LAT. / LONG . . . . . . . . . . . . . . 47.829 /-122.358 SEISMIC IMPORTANCE FACTOR (le) . . . . . . . . . . .1.0 SEISMIC USE GROUP . . . . . . . . . . . . . . . . . . 11 MAPPED SPECTRAL RESPONSE (Ss/S1) . . . . 1 . 298g/0.459g SPECTRAL RESPONSE COEF. (SDS/SDI). . . . . . 0.865g/NA SEISMIC FORCE RESISTING SYSTEM:. . PLYWOOD SHEAR WALLS DESIGN BASE SHEAR . . . . . . . . . . . . . . . . 18.46k SEISMIC RESPONSE COEFICIENT (Cs) . . . . . . . . 0.133 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 VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPENINGS THROUGH EXISTING CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE 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 CON- TRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CON - CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 8. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS 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. A. DRIVEN PILE INSTALLATION GEOTECHNICAL 9. 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. ACTIVE LATERAL EARTH PRESSURE . . . . . . . . . 35 PCF PASSIVE LATERAL EARTH PRESSURE. . . . . . . . . 225 PCF SOILS REPORT REFERENCE: COBALT GEOSCIENCES, DATED 9/2/2022 10. PIPE PILE INSTALLATION SHALL CONFORM STRICTLY WITH THE RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL CONTINUOUSLY OBSERVE INSTALLATION OF THE PILES. PIPE PILES SHALL BE DRIVEN TO REFUSAL, WHERE REFUSAL IS DEFINED AS THE MINIMUM NUMBER OF SECONDS REQUIRED TO ACHIEVE ONE INCH OF PENETRATION, AS INDICATED BELOW: HAMMER MODEL HAMMER WEIGHT BLOWS PER MINUTE SECONDS PER INCH TB325 850 LB 900 10 TB425 1100 LB 900 6 TB725X 2000 LB 600 3 PIPE PILE AXIAL CAPACITY IS 5 TONS (12,000 LB). PIPE PILES SHALL BE 3" DIAMETER, SCHEDULE 40 (0.216" WALL), AND SHALL CONFORM TO ASTM A53, GRADE A, FY = 30 KSI. THREE INCH PILES SHALL BE TESTED IN GENERAL ACCORDANCE WITH ASTM D1143-81. USE OF THE "QUICK LOAD TEST METHOD" IN THE ASTM STANDARD IS THE MINIMUM REQUIRED. CONCRETE 11. 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 AIRINTRAINING 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. 12. 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. 13. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD- ANCE WITH ACI 31832. 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. 14. 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" WOOD 15, 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: JOISTS: (2X MEMBERS) HEM -FIR NO. 2 MINIMUM BASE VALUE, FB = 850 PSI (3X & 4X MEMBERS) DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, FB = 1000 PSI STRUCTURAL LIGHT FRAMING: DOUGLAS FIR NO. 1 (INCL. 3X AND 4X POSTS) MINIMUM BASE VALUE, FB = 1000 PSI BEAMS AND STRINGERS: DOUGLAS FIR NO. 1 (INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI POSTS AND TIMBERS: DOUGLAS FIR NO. 1 (6X6 AND LARGER ) MINIMUM BASE VALUE, FC = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR OR HEM -FIR STANDARD GRADE 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 16. 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. 17. 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, 18. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS MANUFACTURED BY THE WEYERHAUSER CORPORATION AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALTERNATE PLYWOOD WEB JOIST 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 PLYWOOD WEB JOIST PROVIDED. ALL HOLES SHALL CONFORM TO THE MANUFACTURERS SPECIFICATIONS. IF THREE OR FEWER HOLES ARE PROPOSED FOR A SINGLE JOIST, HOLES SHALL CONFORM TO THE WEYERHAUSER ILEVEL TJI ALLOWABLE HOLE CHART. IF MORE THEN THREE HOLES ARE PROPOSED FOR ONE SINGLE JOIST, ALL HOLE SIZES AND LOCATIONS SHALL BE SUB- MITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL TWO WORKING DAYS PRIOR TO DRILLING HOLES. 19. 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.) 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. 20. 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 LAVE 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. 21. 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. 22. 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" 10D 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. 23. TONGUE AND GROOVE STRUCTURAL ROOF AND FLOOR DECKING SHALL BE INSTALLED AS FOLLOWS: 2X DECKING SHALL BE TOENAILED THROUGH THE TONGUE AND FACENAILED WITH ONE 16D NAIL PER PIECE PER SUPPORT. 3X AND 4X DECKING SHALL BE TOENAILED WITH ONE 40D NAIL AND FACENAILED WITH ONE 60D NAIL PER SUPPORT. COURSES SHALL BE SPIKED TOGETHER WITH 8" SPIKES AT 30" O.C. (MAXIMUM) AND AT 10" (MAXIMUM) FROM EACH END OF EACH PIECE. SPIKES SHALL BE INSTALLED IN PREDRILLED EDGE HOLES, 24. 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" 0. C. AT INTERIOR WALLS AND 2X6 @ 16" 0. 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. 0 10 10 10 10 1 MIN REVIEWED BY RECEIVED CITY OF EDMONDS Dec 142023 CITY OF EDMONDS BUILDING DEPARTMENT DEVELDOPMENT E ARTMENRVICES y l■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1■ 'Y BUILT Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W Edmonds, WA Issue Date Issue Description 11/22/23 Permit Set Building Department Approval 11.1104I1P4915 WEI Drawing Title GENERALSTRUCTURAL NOTES Drawing Number S100 w co D 0 z I- X X BUILT ffffig LEGEND �> X X. SPAN EXTENT SECTION DETAIL * CS16 x 3'-0" BEAM TO CONT. RIM/DRAG STRUT (NUMBER OF *'s INDICATES STRAP QUANTITY) (P.T.) PRESSURE -TREATED COLUMN ABOVE 0 3" DIAMETER PIPE PILE PER GENERAL NOTES SEE 9/S3.0 FOR TYPICAL EMBEDMENT AND DETAILS AT SPECIFIC LOCATIONS FOR ADDITIONAL REQUIREMENTS ALL -THREAD HOLDOWN AT END OF SHEARWALL ABOVE STRAP HOLDOWN AT cs� END OF SHEARWALL ABOVE FOOTNOTES 1� (2) PILES CENTERED BELOW POST ABOVE. SPACE 1'-0" APART. ( (1) PILE CENTERED BELOW POST ABOVE 03 PILE WITHIN 1'-6" OF FOOTING STEP ® NO PILE REQUIRED BELOW PLINTH HOLDING STAIR PLATFORM ONLY 05 STEP FOOTING WHERE REQUIRED PER 10/S3.0 © STEP TOP OF WALL WHERE REQUIRED, SEE ARCH'L. 07 PILE WITHIN 1'-0" OF DEPRESSED STEM AT DOOR ® VERIFY REQUIRED EXTENT OF RETAINING WALL PRIOR TO PLACING PILES AND CONTACT ENGINEER OF RECORD IF PILE SPACINGS NEED TO BE ADJUSTED. �9 TOP OF WALL CONDITION VARIES, SEE FLOOR FRAMING PLAN FOR CALLOUTS. FOUNDATION PLAN NOTES 1. PILE SPACINGS SHOWN SHALL BE VERIFIED IN THE FIELD AND WITH ARCHITECTURAL DRAWINGS. CONTACT ENGINEER OF RECORD PRIOR TO DRIVING PILES IF DISCREPANCIES EXIST. 2. SEE 10/S4.0 FOR TYPICAL HOLDOWN REQUIREMENTS AT CONCRETE WALLS AND FOOTINGS. CORNER BARS PER 11/S3.0 TYP. AT HORIZONTAL FOOTING AND WALL REINFORCEMENT RECEIVED Dec 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT S. PA 53937 ��ssI�NAL Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W Edmonds, WA Issue Date Issue Description 11/22/23 Permit Set Building Department Approval Drawing Title FOUNDATION PLAN 1 FOUNDATION PLAN S2.0 scale: 1/4" = V-0" Drawing Number SZO LEGEND SPAN � > EXTENT X SECTION DETAIL X. — — — — DROPPED BEAM/HEADER FLUSH BEAM * CS16 x 3'-0" BEAM TO CONT. RIM/DRAG STRUT (NUMBER OF *'s INDICATES STRAP QUANTITY) (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 0 COLUMN BELOW ALL —THREAD HOLDOWN AT END OF SHEARWALL ABOVE STRAP HOLDOWN AT cs� END OF SHEARWALL ABOVE FOOTNOTES O1 BEAM SHALL BE "TREATED X—BEAM" AS MANUFACTURED BY ROSBORO, OR APPROVED EQUIVALENT. PROVIDE TREATMENT AT BEAM ENDS PER MANUFACTURER REQUIREMENTS. ( CONTINUOUS COLUMN, SEE ROOF FRAMING PLAN 30 2x12 (P.T.) @ 12"oc WITH 2x6 SISTERED TO EACH STRINGER — FASTEN WITH (2) ROWS 10d @ 12"oc. PROVIDE LSC HANGERS AT HEADER. AT BASE OF FLIGHT, PROVIDE 2x4 (P.T.) THRUST PLATE WITH 3" DRIVE PINS @ 12" TO CONCRETE ® 2x8 (P.T.) @ 16" oc AT STAIR LANDING 50 PROVIDE LCE4 OR BC6 POST TO BEAM (INCLUDING BASE OF POST ABOVE, WHERE OCCURS) © JOISTS ALIGN WITH STUDS ABOVE, SEE NOTE ON ROOF FRAMING PLAN WRAP STRAPS AT HEADER PER 9/S4.0 8J BELOW, WHERE TOP OF STEM WALL STEPS, PROVIDE 2x BLOCKING BETWEEN STUDS TO MATCH SILL PLATE AT CONCRETE AT TALLER PORTION OF WALL. PROVIDE CS16 STRAPPING CONTINUOUS OVER BLOCKING AND LAP SILL PLATE 1'-4" MIN. �9 FASTEN LEDGER WITH (2) ROWS "' x 32' SDS SCREWS @ 16" oc 10 FASTEN LEDGER TO BEAM WITH (3) ROWS 4"0 x 32" SDS SCREWS @ 12" oc 11 FASTEN JOIST AGAINST HOUSE WITH (2) 4"0 x 42 SDS SCREWS @ 32" oc, PROVIDE DECK-2—WALL SPACERS OR EQUIVALENT AS REQ'D. 12 2x12 STRINGERS @ 16"oc 13 ONE FLANGE CONCEALED 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 FLOOR —TO —FLOOR STRAP INSTALLATION AND SCHEDULE HANGER SCHEDULE MEMBER (FLAT ONLY) HANGER FACE NAILING 2x8 LUS28 10d COMMON (2)2x8 HUC28-2 16d COMMON 2x10 or 2x12 LUS210 10d COMMON (2)2x12 HUC210-2 16d COMMON 14" TJI 110 IUS1.81/11.88 10d COMMON 14" TJI 230 IUS2.37/11.88 10d COMMON SHEATHE ALL EXTERIOR WALLS "SW1" PER PLAN NOTE 1, UNLESS NOTED OTHERWISE HEADERS (2)2x8 TYPICA UNLESS NOTED OTHERWI HEADERS (2)2x8 TYPICA UNLESS NOTED OTHERWI A..A ID T � UPPER FLOOR FRAMING PLAN (LOWER FLOOR WALLS' scale: 1/4" = 1'-0" RECEIVED Dec 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BUILT Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W Edmonds, WA Issue Date Issue Description 11/22/23 Permit Set Building Department Approval Drawing Title UPPER FLOOR FRAMING PLAN Drawing Number S2ml w co D 0 Z I— T� V X X ti r BUILT ffffig LEGEND 2 X X. SPAN EXTENT SECTION DETAIL ---- DROPPED BEAM/HEADER FLUSH BEAM * CS16 x 3'-0" BEAM TO CONT. RIM/DRAG STRUT (NUMBER OF *'s INDICATES STRAP QUANTITY) (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 0 COLUMN BELOW ALL —THREAD HOLDOWN AT END OF SHEARWALL ABOVE STRAP HOLDOWN AT cs� END OF SHEARWALL ABOVE FOOTNOTES 10 FRAME THIS WALL WITH 26, ALIGN STUDS OVER JOISTS BELOW, AND ALIGN STUD WITHIN 5" OF RAFTER ABOVE. IF STUDS ARE FURTHER THAN 5" FROM RAFTERS, PROVIDE THIRD TOP PLATE AT WALL. STUD SPACING = 19.2"oc TO MATCH JOISTS BELOW. �2 LSL CONTINUOUS OVER INDICATED SPAN 03 CONTINUOUS RIM TO BE NOTCHED AT TOP FOR OUTRIGGERS, SEE DETAIL. ® FASTEN LEDGER WITH (3) ROWS 1/4"0 x 31/2" SDS SCREWS @ 16" oc (EA. STUD) O FASTEN LEDGER WITH (2) ROWS 1/4"0 x 31/2" SDS SCREWS @ 16" oc (EA. STUD) © PROVIDE H1 CLIP EA RAFTER TO BEAM HANGER SCHEDULE MEMBER (FLAT ONLY) HANGER FACE NAILING 2x8 LUS28 10d COMMON (2)2x8 HUC28-2 16d COMMON 2x10 or 2x12 LUS210 10d COMMON (2)2x12 HUC210-2 16d COMMON 14" TJI 110 IUS1.81/11.88 10d COMMON 14" TJI 230 IUS2.37/11.88 10d COMMON MEMBER (SLOPED ONLY) HANGER FACE NAILING 14" TJI 110 LSSR1.81 Z 0.148 x 21/2" 14" TJI 210 LSSR2.1 Z 0.148 x 21/2" 2x6 @ 24" oc NOTE LEFT 14" TJI 110 @ 24" oc TYPICAL AT ROOF FRAI UNLESS NOTED OTHERN SHEATHE ALL EXTERIOf WALLS "SW1" PER PLAN NOTE 1, UNLESS NOTE[ OTHERWISE HEADERS (2)2x8 TYPIC UNLESS NOTED OTHERN nru yin w�i i nn nw F* ------- n---- 6x8 1 ROOF FRAMING PLAN UPPER FLOOR WALLS S2.2 scale: 1/4" = V-0" RECEIVED Dec 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BUILT Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W Edmonds, WA Issue Date Issue Description 11/22/23 Permit Set Building Department Approval BLD2023-1534 Drawing Title ROOF FRAMING PLAN Drawing Number S21 w U) Z) 0 17 T� V X X ti 00 r BUILT ffffig BUILT BEARING WALL 4--=-- (PLAN VIEW) PER GENERAL NOTES 12" 0 PLINTH, REINF. WITH COLUMN PER PLAN (6) #4 VERT. AND TIES (PRESSURE -TREATED) #3 x @ 3"oc (2) #4 CONT. TOP CB SERIES POST BASE AND BOTTOM SLAB -ON -GRADE PER PLAN II II /i�/��/\/i�//i //�//�//�//�//\//�//EL x x x x x x x • X__x • x x x x x x x— Z moo° ° . � O°O M\R\\ ° ° Oo °O �°p °Q�0 %//\// st s 2x6 P.T. PLATE WITH 1'-4" (3) #4 CONT. 5/8"0 ANCHOR BOLTS PER SW SCHEDULE (@ 48"oc SHEARWALL PER PLAN PIPE PILE PER PLAN 1'_4" PIPE PILE PER PLAN ELSEWHERE) 3/4" = 1'-0" 1 x x x x r x x x 3/4" = 1'-0" 3/4" = 1'-0" 4 °° o�000°o° a°°° °o o 8° ° 000° °008 o°°°oo°o $ o° o °o° 0 °008° , j #4 @ 16"oc VERT. OUTLINE WALL BEYOND SHEARWALL PER PLAN j\ #4 @ 16"oc HORIZ. \\ [(2) AT TOP OF WALL] #4 @ 18"oc VERT. ' 24" (CENTERED) `� #4 xJ @ 16"oc \/\ SLAB -ON -GRADE 2x6 P.T. PLATE WITH #4 @ 16"oc HORIZ. PLAN (2) #4 AT TOP 5/8" 0 ANCHOR BOLTS PER [(2) AT TOP OF WALL] WHPER E RE OCCURS SW SCHEDULE (@ 48'oc 1" cLR. SLAB -ON -GRADE ELSEWHERE) SLAB -ON -GRADE \\ (5) #4 CONT. PAVING PER ARCH'L.F====_ WHERE OCCURS PER PLAN 100 Z II • PER PLAN S. PAR > x x x x x x x x— \\\ x x x x x x x x x— / /\ x x x x x x x x x /\�/ 000° o Z So�B°°oo� o° °o °°o°o 800° �0 0 ° 0 0 ° o o ° oo ° 00 ° o° CD `� C 0 00 ° o ° Ooo ° \//\//\ /� \\\�\ co ° ° oo °oo ° ° C ° OOo 53937 ° ° ° ° ° °�°°TT 1` I0NAL� e�°� DRAINAGE PER _'IX U U_,� - (2) #4 CONT. (2) # 4 CONT. Project Contact ARCHITECTURAL Zz BATTER FRONT PILE DRAINAGE PER DRAINAGE PER Brice Parrish 5" 8" 1 H: 4V, SEE PLAN FOR 2-3" ARCHITECTURAL 1'-4" PIPE PILE PER PLAN ARCHITECTURAL 5" 6" 5" PIPE PILE PER PLAN tel 253 985 5008 PIPE PILES PER PLAN ORIENTATION AT brice@builtstructural.com EACH INSTALLATION Designer 3/4" = 1'-0" 5 3/4" = 1'-0" 6 3/4" = 1'-0" 3/4" = 1'-0" g LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W 4" THICK SLAB REINF. W/ Edmonds, WA D 3'-0" MIN. W2.9xW2.9 6x6 W.W.M. CTR'D. Issue Date Issue Description CORNER BARS TO MATCH EXT. HORIZ. REINF. RIGID INSUL. PER ARCH'L. 11/22/23 Permit Set • AS SHOWN TYPICAL —x x x x x x— (OMIT AT UNHEATED SPACES) CONCRETE WALL SLAB °° 0 0�8000 - �°°°�s°0 0 00 '� °°Oc�B °°°0�° °°Oc�B ° 6 MIL VAPOR BARRIER DOUBLE FOOTING AND WALL CURTAIN ADD'L. TYPICAL CORNER BARS:\;�\;�\�; „ PER DETAILS VERTS. 24 4 FREE -DRAINING j Q 24 GRANULAR FILL R 1/2"x 6% 6" 0 M CONTROL JOINT FORMER —x x x% x x "ZIP STRIP" 11/2" DEEP Building Department Approval �x CONTROL I • • (1) #5 OR #4 DIAGONAL IN CORNER BARS TO MATCH - - (JOINT MAY BE SAW -CUT JOINT 8 000 g o°� os°oo g00 AT CONTRACTOR'S OPTION) BLD2023-1534 - - WALL HORIZONTAL REINFORCING X�;X�;X�CUT ALT. BARS AT JOINT (ALTERNATE HOOKS) TYP. FOOTING - - - 2nd POUR 1st POUR I PIPE PILE PER III PLAN REINFORCING SINGLE PLASTIC JOINT KEY CURTAIN ADD'L. TYPICAL CORNER BARS: "MEADOW BURKE" 316 / PIPE PILE = ZEE BARS TO MATCH VERTS. 24 CONSTR. —x x x x x x— STOP REINF. 1" CLEAR OF J01 N T ° o�000°o�° ° °°°°oo�o°° JOINT EACH SIDE - Drawing Title GRADE BEAM = TYPICAL FOOTING REINF. 24 8 ao8°'° ao8°° RECEIVED STRUCTURAL DETAILS WALL14 (UNLESS NOTED OTHERWISE) Dec 2023 OF CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Number TYPICAL PIPE PILE EMBEDMENT TYPICAL STEPPED FOOTING TYPICAL CORNER BARS AT CONCRETE WALLS SLAB —ON —GRADE (INSULATED) 9 10 11 12 SIO 1-1/2" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" X X ti 00 BUILT ffffig PLATE NAILING PER PLATE NAILING PERBUILT 111111111111111 1111111111111, *00 n g i n e e r i n g SHEARWALL SCHEDULE SHEARWALL SCHEDULE SHEARWALL PER PLAN FLOOR SHEATHING NAILING FLOOR SHEATHING NAILING PER PLAN PER PLAN TRIM TONGUES AND/OR A35 PER SW SCHEDULE GROOVES AT EDGE OF A35 PER SW SCHEDULE 1�/4" LSL BLOCKING TJI's PER PLAN SHEATHING Z TJI's PER PLAN (DIR. VARIES) (3) 10d SHEATHING TO BLOCK AND (2) 10d EA. END 11/4" LSL RIM (U.N.O. ON PLAN) (2) 10d JOIST TO PLATE ZE I BLOCK ONE BAY FULL — DEPTH @ 48"oc WITH TJI SHEARWALL PER PLAN STRAP PER PLAN 10d BOX EACH SIDE OF TJI TO PLATE SHEARWALL PER PLAN 3/4" = 1'-0" 1 3/4" = 1'-0" 2 3/4" = 1'-0" 3 3/4" = 1'-0" 4 SHEARWALL PER PLAN 2x (P.T.) PLATE FULL 5/8" 0 ANCHOR BOLTS PER WIDTH OF STEM WALL (3) 10d BOX EACH SIDE OF BLOCKING FLOOR SHEATHING NAILING PER PLAN SW LE (@ 48"oc ELSEWHERE ) WHEREFJ FROM P ATEOIST GERS HANG A35 PER SW SCHEDULE TJI's PER PLAN SLAB ON GRADE PER PLAN (WHERE OCCURS) JOISTS PER PLAN DRAG STRUT PER PLAN SHEARWALL PER PLAN /-n 0.131"0 x 31/2" NAIL TOP AND BOT. JOIST TO BLOCK TJI BLOCK EA SIDE @ 48" oc CO Z-------------------- RETAINING WALL PER PLAN AND DETAILS \� 5. PAR � � o off, 53937 ONALE��ti I. HANGERS PER PLAN (2) LAYERS OF BLDG PAPER BETWEEN JOISTS AND WALL Project Contact (2) 10d AT BLOCK TO PLATE Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer 3/4" = 1'-0" 5 3/4" = 1'-0" 6 3/4" = 1'-0" 3/4" = 1'-0" g LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W Edmonds, WA Issue Date Issue Description 11/22/23 Permit Set Building Department Approval BLD2023-1534 RECEIVED Dec 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Title STRUCTURAL DETAILS Drawing Number 3/4" = 1'-0" 9 3/4" = 1'-0" 10 3/4" = 1'-0" 11 3/4" = 1'-0" 12 S3.1 LIJ BUILT ffffig (2)10d RAFTER TO PLATE SEE 3/S3.2 FOR CALLOUTS 111111111111111 1111111111111, *00 BUILT. 8d @ 6" oc H8 CLIP, PROVIDE IN COMMON (4) 8d SHEATHING TO n g 1 n e e r i n g LSL RIM BLOCKING WEB BLOCKING TJI BLOCKING NOTCHED FOR BEARING OF AT TJI 2x4 FLAT OUTRIGGERS OUTRIGGERS 2x6 OUTRIGGERS @ 24" oc @ 24" oc WHERE OVERHANG 8d @ 6" oc BACKED WITH WEB BLOCKING IS 1'-0", AND @ 48" oc TJI RAFTERS PER PLAN AND NAILED TO TJI W/ WHERE OVERHANG IS UP 12d @ 6" oc STAGGERED TO 2'-0" LSL BLOCKING BACKSPAN TO MATCH OVERHANG LENGTH (2'-0" MIN.) (3) 0.131"� x 3�/2" NAILS AT TJI FLANGE TO OUTRIGGER F— �Z 0 J U CD F— S � Cn Z CD rl Q U PER ARCH (3'-0" MAX) J A35 PER SHEARWALL SCHEDULE BEVEL PLATE FOR TJI RAFTERS PER PLAN 0.131"0 x 31/2" NAIL BEVEL CUT BOT. OF 11/2" MIN. BEARING PANEL EDGE NAILING PER ARCH (2'-0" MAX) EA. TJI FLANGE TO RAFTERS THIS SIDE FOR OF RAFTERS THIS SIDE BEVEL PLATE FOR TJI BEARING BLOCKING BEARING ON PLATE, CUT BLOCK ONE BAY @ 48" oc IN STRICT CONFORMANCE WITH TJI WITH TJI MANUFACTURER DETAILS. 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 3/S3.2 FOR CALLOUTS SEE 4/S3.2 FOR CALLOUTS SEE 3/S3.2 FOR CALLOUTS IN COMMON ------------ F77 IN COMMON IN COMMON SHEARWALL PER PLAN 8d @ 6"oc LEDGER AND FASTENERS 8d @ 6"oc PER PLAN 8d @ 6" oc S. PAR CJ pF WAShr o LEDGER AND FASTENERS - _ PER PLAN RAFTERS AND HANGERS RAFTERS PER PLAN 0�' '�8c st19F �s�NALE�� RAFTERS AND HANGERS PER PLAN 2x OR 11/2" LSL LEDGER HEADER PER PLAN PER PLAN - PROVIDE WITH (2) ROWS 1/4" 0 x 31/2" 4" WIDE BLOCKING AT SHEARWALL PER PLAN SDS SCREWS @ 32" oc Project Contact Brice Parrish TJI WEB, FASTENED WITH TO STUDS OR PLATES tel 253 985 5008 (4) 0.148" 0 NAILS IN ADD'N brice@builtstructural.com TO HANGER NAILS Designer 3/4" = 1'-0" 5 3/4" = 1'-0" 6 3/4" = 1'-0" 7 3/4" = 1'-0" 9 LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W SEE 4 AND 8/S3.2 FOR Edmonds, WA CALLOUTS Issue Date Issue Description 11/22/23 Permit Set CD I— x 1- cn z �U Building Department Approval JT Efl PER ARCH (2'-0" MAX) BLD2023-1534 RECEIVED Drawing Title Dec 14 2023 STRUCTURAL DETAILS CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Drawing Number 9 10 11 12 S3.2 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" BUILT STRINGERS: 2x12 FOR L<7'—O" 13/4 x 14 LSL FOR L<11'-6" L = HORIZ. RUN II SHEATHING AND A35 MAY BE ELIMINATED w/THA213 OR THAI1.81 /22 HANGER 11/8" TREAD GLUED w/(3)10d 3/4" RISER GLUED w/(3)8d (3)1Od @ 4"o SHEATHING PER SW SCHEDULE ONE-SIDED SHEARWALL SHEATHING PER SW SCHEDULE z TWO-SIDED OO STAGGER ANCHORS SHEARWALL 0° AT TWO—SIDED SHEARWALLS ANCHOR BOLT WITH PLATE WASHER PER SW SCHEDULE (0.229% 3" SQUARE) SHEATHING PER SW SCHEDULE TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT 3/4" = 1'-0" 1 1-1/2" = 1'-0" 2 �. „x,, (2) LAYERS 3/4" SHEATHING A35 EA STRINGER 2x4 STRONGBACK w/(2)10d @ 12"oc AT EA 2x STRINGER (2x6 AT LSL STRINGER) *; AT 2x: 5" MIN AT LSL: 7" MIN NO OVERCUTS NAILER w/ 10d @ 4"oc 10d TOENAILS :H STRINGER BOT OF STAIRS (SECTION) 1rd,[ff_l0 11111•3r_11:a1:�_1NAIIIto (3) STRINGERS FOR W<42" (4) STRINGERS FOR 42"<W<48" W = WIDTH OF STAIRS NOTE: SEE ARCH DRAWINGS FOR STAIR DIMENSIONS AND BLOCKING REQUIREMENTS 3/4" = 1'-0" II II II II II II II II II II II SHEARWALL II PER PLAN II III ---STRAP PER PLAN— WRAP II W UNDER HEADER AND UP Z :.I INSIDE FACE OF HEADER J. TI1---- --__T�— _TF_- I IJE II II -- 7--------7 77-- I I� I HEADER ry I 5 F'KUVlUt 51KHF' Al tHI;H �1� N END OF HEADER TO MATCH 11:1:10:1:Z10119:1:11 OVER HEADER AND DOWN it INSIDE FACE OF HEADER TYPICAL STRAPPED HEADER 3/4" = 1'-0" II II II II II II II II II II II n =i — SHEARWALL PER PLAN 1 1 II W 1 o I PROVIDE HALF OF SPECIFIED II II II II II :. W NAILS IN EACH END LENGTH - —ll—-1L----L1 II II _ ——7----�----�—___ II —_--�-- - — Eh I1f II --�— II --7----��----�— --T7 ---FF_ II II II F_ 1 .1 II II w :I o PIROVIDE 15/8" MIN. END W •.1 DISTANCE FOR NAILS SHEARWALL PER PLAN I� I II ••I II II III STRAP SCHEDULE III MARK END LENGTH NAILS NAIL SPACING CS16 14" (26) 8d x 21/2" 21/16" 1. 10d AND 12d DIAMETER = 0.148"; 8d DIAMETER = 0.131". 2. USE HALF OF THE REQUIRED NAILS IN EACH MEMBER BEING CONNECTED (i.e. IN EACH END LENGTH). TYPICAL STRAP HOLDOWN AT FLOOR 3/4" = 1'-0" HOEDOWN STUDS/POST PER SCHEDULE PROVIDE PANEL EDGE NAILING OVER ALL HOEDOWN STUDS OR (2) ROWS AT POST Ixl II II II 1.1 CONT. #4 x 6'-0" EA. SIDE OF AB (WRAP AROUND CORNER AS REQ'D) AT HDU8 , HOLDOWNS OR LARGER SSTB PER SCHEDULE HDU HOLDOWN SCHEDULE NAIL HOLDOWN STUDS W/ (2)1Od @ 6" oc. 101 HDU HOLDOWN W/ 1/4" 0 x 21/2" SDS SCREWS CONCRETE STEMWALL PER PLAN (6" MIN. THICKNESS) d ° ALL THREAD PER SCHEDULE SB PER SCHEDULE PLATE WASHER PER SCHEDULE PLAN AT STEMWALL AT FOOTING T HD POST(2) 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 SIM SON 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 9 3/4" = 1'-0" 10 SHEARWALL SCHEDULE MARK SHEATHING T STUDS AT ABUTTING PANEL EDGEST PANEL EDGE NAILING03 RIM JOIST OR BLOCKING TO TOP PLATE BOTTOM PLATE ATTACHMENT SOLID RIM TJI RIM BOTTOM PLATE TO RIM JOIST BELOWC4; ANCHOR BOLT TO CONCRETE05 SILL PLATE AT FOUND. SW1 15/32" CDX PLYWOOD 2x 8d @ Coc A35 @ 24"oc 16d @ 6"oc 16d @ Coc 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 @ 16"oc 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 SHEARWALLS. 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 PER P' ^"' INTERSECTING NON—SHEARWALL 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 EL EDGE NAILING SW SCHEDULE TYPICAL SHEARWALL INTERSECTIONS TYPICAL DOUBLE TOP PLATE 'LAN MULTI —STUD PER PLAN WITH NAILING PER GEN. NOTES TYPICAL MULTIPLE -STUD POST CONSTRUCTION 3/4" = 1'-0" SEE FLOOR AND ROOF DETAILS FOR SECTION —SPECIFIC REQUIREMENTS TRUSSES PER PLAN (DIR. VARIES) r-- ______ ____________ _____L FULL DEPTH BLOCKING (OR RIM AT EXTERIOR) BLOCK ALL PANEL EDGES SILL PLATE PER SW SCHEDULE BOTTOM PLATE NAILING PER SW SCHEDULE ------------- --------------- TOP PLATE CONNECTION PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE ANCHOR BOLTS & WASHERS PER SW SCHEDULE PANEL EDGE NAILING / PER SW SCHEDULE d v d dlI 4. II`II7 ° ° TYPICAL SHEARWALL SECTION 3/4" = 1'-0" 6'-0" MIN. BETWEEN SPLICES Project Contact Brice Parrish tel 253 985 5008 brice@builtstructural.com Designer 8 LQH LLC 24113 56th Ave W Mountlake Terrace, WA 98043 Project 187xx 94th House 187xx 94th Ave W Edmonds, WA (8) 16d @ 4"oc STAGGERED Issue Date Issue Description EACH SIDE OF SPLICE 11/22/23 Permit Set (16d @ 12"oc ELSEWHERE) TU D Dec 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT — Building Department Approval Drawing Title STRUCTURAL DETAILS Drawing Number TYPICAL TOP PLATE SPLICE CONSTRUCTION 11 3/4 = S4,l 1 0 12 w Cn O Z X X ti