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APPROVED BLD2024-0578+Structul Plans+5.1.2024_1.05.38_AM+4228872L0 LP CV N O N O M V co N 0 0 E 0 0 0 Q co CIA 0 v U cn 0 0 E 0 0 0 a) Q co V O V N x 2❑ STRUCTURAL NOTES 5❑ STRUCTURAL DRAWING LIST 01000 - GENERAL REQUIREMENTS 03000 - CAST -IN -PLACE CONCRETE 06100 - ROUGH FRAMING THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND 06630 - STRUCTURAL COMPOSITE LUMBER (SCL) SHEET DESCRIPTION Rev Rev Date BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS SHALL 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ALL PERTINENT PROVISIONS OF ASTM D5456 AND S1 .0 Structural Notes BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY WORK PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS MANUFACTURED BY ILEVEL TRUS JOIST OR S1.1 Shearwall Schedule and Details COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED BY DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED TO APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS NOT THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-19 WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER SPECIFICATIONS. ALL MEMBERS SHALL NOT HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER S1.2 Holddown Schedule and Details SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. SECTION 3.6. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS OF RECORD APPROVAL. S2.0 Foundation Plan ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL U.N.O. PER PLAN/SCHEDULE: ALLAOWABLE DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS (ALL UNITS ARE IN PSI): THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION NOT BE USED. S2.1 Upper Floor Frming Plan &Lower Level Shear LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS Fb Fv Fcp Fc E ORIENTATION Fb Fv Fc(perp) Fc E SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI) TIMBERSTRAND LAMINATED STRAND LUMBER (LSL) Walls (1) 28 DAY MAX. STRENGTH fc [PSI] (2) MAX. WATER / CEMENT RATIO (3) MAX. SLUMP [IN] (4) AIR WALL STUDS/BLOCKING COLUMN 1700 400 680 1400 1.3E6 S2.2 Roof FramingPlan & Main Level Shear Walls THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK INCLUDING BUT NOT ENTRAINMENT [%] (5) SPECIAL INSPECTION REQUIRED (6) MIN. 90 LB SACKS OF CEMENT (7) LOCATION AND 2X, 3X HEM -FIR STUD 675 150 405 800 1.2E6 PLANK 1900 150 435 1400 1.3E6 S6.0 Typical Concrete Details LIMITED TO EXCAVATION, SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. APPLICATION. 4" WIDE BEAM 2325 310 800 2050 1.55E6 CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. RIM 2325 310 800 2050 1.55E6 (1) (2) (3) (4) (5) (6) (7) 2X, 3X HEM -FIR NO.2 850 150 405 1300 1.3E6 S9.0 Typical Wood Framing Details 01001 - CODE REQUIREMENTS 3000 0.45 4+/-1 5+/-1 NO EXTERIOR SLAB ON GRADE 6" & WIDER MICROLAM LAMINATED VENEER LUMBER (LVL) S9.1 Floor Framing Details ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2021 INTERNATIONAL BUILDING CODE. 3000 0.45 4+/-1 0+/-1 NO INTERIOR SLAB ON GRADE BEAM 2600 NA NA 2500 1.9E6 3000 0.50 5+/-1 0+/-1 NO FOOTINGS WALL PLATES PARALLAM PARALLEL STRAND LUMBER (PSL) S10.0 Secondary Components 01100 - DESIGN LOADS 3000 0.45 5+/-1 5+/-1 NO STEMS 2X4, 3X4 HEM -FIR STUD 675 150 405 800 1.2E6 COLUMN 2400 NA NA 2500 1.8E6 S10.1 Stair Sections and Details 3000 0.50 5+/-1 5+/-1 NO ALL OTHER CONCRETE 2X6, 3X6 HEM -FIR NO.2 850 150 405 1300 1.3E6 BEAM 2900 290 750 2900 2.OE6 D LOADS: DEAD DEAD ACTUAL WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT. SPECIAL INSPECTION IS NOT REQUIRED AS THE DESIGN IS BASED ON fc = 2500 PSI. JOISTS AND RAFTERS 2X,3X HEM -FIR N0.2 850 150 405 1300 1.3E6 �'�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�' FLOOR LIVE LOADS: CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED BY ■ 1 - The following documentation shall be available on FLOORS (RESIDENTIAL) 40 PSF THE ARCHITECT. LEDGERS 08100 - EPDXY ADHESIVE ANCHORS ■ DECK (RESIDENTIAL) 60 PSF 2X, 3X DOUGLAS FIR -LARCH NO.2 900 180 625 1350 1.6E6 CONCRETE - site for the building inspector: ■ p 4X DOUGLAS FIR LARCH N0. 1 1000 180 625 1500 1.7E6 EPDXY SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG TIE SET XP EPDXY ADHESIVE. ■ ROOF LIVE LOADS: 03100 - REINFORCING STEEL ANCHOR ROD, THREADED ROD, OR REINFORCING DIAMETER AND EMBEDMENT PER PLAN. INSTALLATION ■ ROOF 20 PSF REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-19. REINFORCING BEAMS AND POSTS PER ESR-2508. ■ STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: 4X DOUGLAS FIR -LARCH N0. 2 900 180 625 1350 1.6E6 ■ ■ SNOW LOAD DESIGN DATA: 6X DOUGLAS FIR -LARCH N0. 1 1200 170 625 1000 1.6E6 08200 -EXPANSION ANCHORS - COE APPROVED ARCHITECTURAL PLAN SET � 0 Pg = 20 PSF, Pf = 20 PSF, Ce = 0.9, Is = 1.0, Ct = 1.0, 25 PSF UNIFORM ASTM A 615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY CONCRETE ■ 1 ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER EXPANSION ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG -TIE ; ❑ COE APPROVED STRUCTURAL PLAN SET ■ WIND DESIGN DATA: ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS STRONG -BOLT WEDGE ANCHOR. ANCHOR DIAMETER AND EMBEDMENT PER PLAN. 1 BASIC WIND SPEED 98 MPH (3-SECOND GUST) ASTM A-1064 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC 06200 -PRESERVATIVE TREATED WOOD PRODUCTS INSTALLATION PER SECTION 4.3 OF ESR-1771. ■ []COE REVIEWED CALCULATION PACKET WIND IMPORTANCE FACTOR IW = 1.0 PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL WIND EXPOSURE EXPOSURE B REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING ■ TOPOGRAPHICAL FACTOR KA = 1.00 UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. APPURTENANCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A 08300 - SCREW ANCHORS - ENERGY CREDIT WORKSH EET INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.18 REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS ROOF, EAVE, OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT CONCRETE ■ COMPONENT/CLADDING WIND PRESSURE P(C) = 25 PSF ELSE CORNER BARS SHALL BE PROVIDED. THE SURFACE OR AT JOINTS BETWEEN MEMBERS. SCREW ANCHORS SPECIFIED IN THE DRAWINGS SHALL BE SIMPSON STRONG -TIE TITEN HD. ■ SITE PLAN ' ANCHOR DIAMETER AND EMBEDMENT PER PLAN. INSTALLATION PER ESR-2713. ■ EARTHQUAKE DESIGN DATA: COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY ■ CIVIL PLAN SEISMIC IMPORTANCE FACTOR le = 1.0 FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. ; OCCUPANCY CATEGORY II CONCRETE CAST AGAINST EARTH ❑ 1 SPECTRAL RESPONSE ACCELERATIONS Ss = 1.316 S1 = 0.467 ALL BAR SIZES .................... 3" POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB SITE CLASS D FORMED SURFACE EXPOSED TO EARTH OR WEATHER OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; SPECTRAL RESPONSE COEFFICIENTS SIDS = 1.053 SD1 = 0.573 #6 AND LARGER ................... 2" ■ SEISMIC DESIGN CATEGORY D #5 AND SMALLER ..................1 1/2" 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH - WOOD LEVELS - BEARING WALL SYSTEM R = 6.5 Cs = 0.162 CONCRETE NOT EXPOSED TO EARTH OR WEATHER ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. WALL SYSTEM W/LIGHT FRAMED WOOD WALLS AND JOISTS ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 � WALLS SHEATHED WITH WOOD #14 AND #18 BARS ...............1 1/2" 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING STRUCTURAL PANELS RATED FOR SHEAR #11 BARS AND SMALLER ......... 3/4" PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM RESISTANCE SLABS AND JOISTS EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. #14 AND #18 BARS ...............1 1/2" EQUIVALENT LATERAL FORCE PROCEDURE - T = 0.134 (LESS THAN 1.5*Ts) THEREFORE NO SITE RESPONSE #11 BARS AND SMALLER ......... 1" 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS ANALYSIS REQUIRED PER ASCE 7-17 SECTION 11.4.8 EXCEPTION #2. BEAMS, COLUMNS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. PRIMARY REINFORCEMENT ......1 1/2" GUARD COMPONENTS LIVE LOAD: TIES, STIRRUPS, AND SPIRALS ... 1 1/2" 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR HANDRAIL AND GUARD RAIL COMPONENTS: MASONRY WALLS BELOW GRADE. SHALL BE DESIGNED TO RESIST A SINGLE CONCENTRATED LOAD OF 200 POUNDS APPLIED IN ANY REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO DIRECTION, AT ANY POINT ON THE HANDRAIL OR TOP RAIL TO PRODUCE THE MAXIMUM LOAD EFFECT. CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) THIS LOAD IS TO BE TRANSFERRED THROUGH THE SUPPORTS TO SUPPORTING STRUCTURE. DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. BALUSTERS, PANEL FILLERS, AND GUARDRAIL INFILL COMPONENTS: ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT SHALL BE DESIGNED TO RESIST A HORIZONTALLY APPLIED NORMAL LOAD OF 50 POUNDS ON AN WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM AREA NOT TO EXCEED ONE SQUARE FOOT. 03200 -CONCRETE WALL REINFORCING A153 OR STAINLESS STEEL. PLACE TWO HORIZONTAL #5 BARS AT EACH FLOOR LEVEL OR TOP OF WALL ELEVATION. PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCEMENT AT EACH WALL CORNER AND INTERSECTION. 01200 - FOUNDATIONS PROVIDE TWO VERTICAL #5 BARS AT EACH WALL CORNER AND INTERSECTION. AT ALL WALL OPENINGS 06300 -JOIST AND BEAM HANGERS ASSUME 1500 PSF ALLOWABLE SOIL BEARING PRESSURE. FILLS TO BE COMPACTED TO 95% MODIFIED PROVIDE TWO #5 BARS OVER, UNDER, AND AT THE SIDES OF THE OPENINGS. EXTEND THE HORIZONTAL JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON STRONG - PROCTOR PER ASTM D-1557. ALL NEW EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 18 INCHES BELOW BARS THE LAP SPLICE DISTANCE PAST THE OPENING OR EXTEND AS FAR AS POSSIBLE AND HOOK. TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. JOIST AND LOWEST ADJACENT GRADE. PROVIDE A MINIMUM OF 8" FROM EXISTING GRADE TO WOOD SIDING OR PROVIDE ONE #5 BAR BY 4'-0" LONG DIAGONALLY AT EACH CORNER OF THE WALL OPENING. ALL BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL BE AS FOLLOWS PLATES THAT DO NOT HAVE A NATURAL RESISTANCE TO DECAY. ALL FOUNDATIONS SHALL BE FOUNDED CONCRETE SHALL BE PLACED AND CONSOLIDATED WALLS SHALL BE REINFORCED PER SCHEDULE UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: ON COMPETENT NATIVE MATERIAL. ASSUMED GEOTECHNICAL DESIGN PARAMETERS. BELOW U.N.O.: MEMBER SIZE HANGER DESIGN PARAMETERS ARE AS FOLLOWS: WALL THICKNESS HORIZONTAL VERTICAL LOCATION SAWN LUMBER LUS OR HUS SERIES TO MATCH LUMBER SIZE ACTIVE EARTH PRESSURE (YIELDING) 35 PCF 6" #4 AT 14"OC #5 AT 18"OC CENTERLINE WHERE NOT NOTED SPECIFICALLY BELOW ACTIVE EARTH PRESSURE (AT -REST) 50 PCF 8" #4 AT 10"OC #5 AT 15"OC CENTERLINE EARTH PRESSURE 250 PCF (ALLOWABLE) 101, #4 AT 16"OC #5 AT 18"OC EACH FACE 2x10PASSIVE FLUSH FLOOR FRAMING HANGERS: COEFFICIENT OF FRICTION 0.35 (ALLOWABLE) 12" #4 AT 12"OC #5 AT 18"OC EACH FACE GLUED GLUED LAMINATED BEAMS (H =MIN. CATALOG DEPTH (9" 9 1/4") (DF CAPACITY / HF CAPACITY) SEISMIC SURCHARGE 8H UNIFORM 3 1/8" LGU3.25 SDS W/(16) SDS 1/4x2 1/2" FACE, (12) SDS 1/4x2 1/2" JOIST (6720 / 5220) SOIL PROFILE SITE CLASS D 05000 - STRUCTURAL STEEL 3 1/2" MGU3.63-SDS W/(24) SIDS 1/4x2 1/2" FACE, (16) SDS 1/42 1/2" JOIST (9450 / 7200) DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE 5 1/8" MGU5.25-SDS W/(24) SIDS 1/4x2 1/2" FACE, (16) SDS 1/42 1/2" JOIST (9450 / 7200) 01400 - INSPECTIONS AND SPECIAL INSPECTIONS LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION "AISC 360-16 SPECIFICATION 5 1/4" MGU5.50-SDS W/(24) SIDS 1/42 1/2" FACE, (16) SDS 1/42 1/2" JOIST (9450 / 7200) 5 1/2" MGU5.62-SDS W/(24) SDS 1/42 1/2" FACE, (16) SDS 1/42 1/2" JOIST (9450 / 7200) THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE LOCAL FOR STRUCTURAL STEEL BUILDINGS". MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING 6 3/4" MGU7.00-SDS W/(24) SIDS 1/42 1/2" FACE, (16) SDS 1/42 1/2" JOIST (9450 / 7200) BUILDING DEPARTMENT. U.N.O.: 8 3/4" HGUT9 W/(18) N54A FACE, (6) 54A JOIST ( - / 10,720) PERIODIC SPECIAL INSPECTION IS REQUIRED FOR ANCHORS POST INSTALLED IN HARDENED CONCRETE STRUCTURAL W SHAPE ASTM A-992 Fy = 50 KSI PROVIDE HUC HANGER FOR BEAM SIZE SPECIFIED FOR END OF BEAM CONDITIONS. MEMBERS. S, M, AND C SHAPES ASTM A-36 Fy = 36 KSI STEEL ANGLES ASTM A-36 Fy = 36 KSI 01600 - QUALITY ASSURANCE REQUIREMENTS PLATE MATERIAL ASTM A-36 Fy = 36 KSI 06400 - SHRINKAGE OF WOOD FRAMING QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES OF LIGHT WOOD FRAMING WITH DESIGN STRUCTURAL PIPE ASTM A-53 GRADE B Fy = 35 KSI SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF SPECTRAL RESPONSE AT SHORT PERIODS, SDS, NOT EXCEEDING 0.50g. STRUCTURAL HSS ASTM A-500 GRADE B Fy = 46 KSI ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL AS ANCHOR RODS ASTM F1554 Fy = 36 KSI EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR WOOD QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR WIND EXPOSURE B WHERE BASIC WIND SPEED IS LESS WOOD CONNECTION BOLTS ASTM A-307 GRADE A SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING THAN 120 MPH. WELDING ELECTRODES E7018 MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. SUMMARY: A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS STRUCTURE. ALL WELDING SHALL CONFORM TO THE AWS D1.4 "STRUCTURAL WELDING CODE". ALL WELDING SHALL BE 06500 - WOOD SHEATHING PERFORMED BY A WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) AND AMERICAN WELDING STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN 01500 - STRUCTURAL OBSERVATION SOCIETY (AWS) CERTIFIED WELDERS. ALL COMPLETE PENETRATION (CP) WELDS SHALL BE PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE (CDX). ULTRASONICALLY TESTED. ALL FILLET WELDS SHALL BE VISUALLY INSPECTED RE: S1.1. ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE FOLLOWING STRUCTURAL OBSERVATION IS NOT REQUIRED. THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED EDGE FIELD 01700 - EXECUTION REQUIREMENTS AFTER FABRICATION IN COMPLIANCE WITH ASTM A-123. ALL FIELD WELDS EXPOSED TO WEATHER SHALL NAILS NAILS INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL CODES. BE COATED WITH BRUSH APPLIED ZINC -RICH PAINT COMPLYING WITH ASTM A-780. ROOF: 5/8" 40/20 C-D APA CDX 8d AT 6" 8d AT 12" FLOOR: 3/4" 48/24 C-D T&G 1 Od AT 6" 10d AT 12" 02100 - EXCAVATION SUPPORT AND PROTECTION ALL STRUCTURAL STEEL TO RECEIVE ONE COAT OF PAINT (PRIME COAT). PROVIDE A MINIMUM FRY -FILM SHEARWALL: 7/16" C-D EXTERIOR GLUE SEE SCHEDULE SHEET S1.1 EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER THICKNESS OF ONE MIL. PREPARE SURFACE TO MEET REQUIREMENTS OF SSPC-SP2. TOUCHUPS OF EXTERIOR WALL: 7/16" D-D EXTERIOR GLUE 10d AT 6" 10d AT 12" THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER -EXCAVATED AREAS SHALL BE ABRASIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR. UNO. REFER TO ARCHITECTURAL BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL INFORMATION RELATING TO FINISH PAINT OR OTHER ALL ROOF SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO SUPPORTS AND IN CONTRACTOR'S EXPENSE. FINISH REQUIREMENTS. A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN. SHEARWALL EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY 06000 - WOOD FRAMING NOTES SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X FRAMING PER SHEARWALL SCHEDULE. LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE. EQUIVALENT HARDWARE MY BE USED WITH PRIOR 06620 - STRUCTURAL GLUED LAMINATED TIMBER INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, APPROVED BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS SPECIFICATIONS. GLUED -LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) NOTES, AND SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED EACH MEMBER. PROVIDE SOILD BLOCKING AT ALL BEARING POINTS. SEE SECTION 06100 FOR FASTENER IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. DESIGN MATERIAL PROPERTIES SHALL BE AS REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE FOLLOWS: 02200 - BACKFILL AND COMPACTION SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.10.1 OR TO THE FASTENING SCHEDULE ON BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SHEET S9.0. USE COMBINATION SYMBOL SPECIES CAMBER BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL BACKFILL SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: CONTINUOUS BEAM 24F-V8 DF/DF ZERO RECOMMENDATIONS. CANTILEVER BEAM 24F-V8 DF/DF ZERO NAIL SIZE DIAMETER LENGTH 8d 0.131" 2 1/2" UNEXPOSED GLUED -LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED 10d 0.148" 3" OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. 12d 0.148" 3 1/4" 16d 0.162" 3 1/2" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS. ANCHOR BOLTS AT SILL PLATES SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES NOR LESS THAN 4 1/2 INCHES FROM EACH END OF THE PIECE. A T'0"x1/4" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (COUNTERSINK PLATE WASHERS SHALL NOT BE ALLOWED). BLD2024-0578 U o Z o0 _ rn Q ai LL CO (D U)70 W N O coCD LO co C a, �! CD E �(nN L U N T ' .0 +, aD � LZ N U +1 CD CO U)000 � U N C) 0 0 � r w Q 0 RECEIVED May 02 2024 O CITY OF EDMONDS y DEVELOPMENT SERVICES DEPARTMENT w 0 z o - Uj w � � F CD cc) II O Q CV 0 O cl� N m M w 000-0 � cnOUooo J m C� Q p Z Q U w ? Of w o 0 o w -, w U U) Y cn0Ud 0 Q CD El 00 NT �� rl 7 S100 SHEARWALL SCHEDULE - 7/16" APA RATED SHEATHING W/HEM-FIR STUDS AND HEM -FIR PLATES V 7/8". 1 /2". NOTE: FRAMING40 NOTE: FRAMING NOTE: FRAMING SHOWN FOR SHOWN FOR SHOWN FOR WALL PANEL FIELD BOTTOM PLATE RIM OR BLOCKING TO TOP PLATE CONN. 10 FRAMING FOUNDATION ANCHOR BOLT OSHEARWALL SHEARWALL SHEARWALL TYPE SHEATHING EDGE NAILING NAILING O 0.148"x3.25" LTP4 DIRECT AT ADJOINING SILL PLATE SPACING CONNECTION ONLY.O CONNECTION ONLY.O CONNECTION ONLY. NAILING_ A35 ONLY PANEL 5/8" DIA. ROWS SPACING TOENAIL 00 � 00 � 00 O 2 3 �� 4 TO FRAMING EDGES 5 i 12 7" EMBED 13 P6TN 7/16" SHT. 6" O.C. 12" O.C. (1) 4" O.C. 4" O.C. N/A N/A 2x 2x 48" O.C. U o 03 16 03 16 03 16 ONE SIDE Z M P6 7/16" SHT. 6" O.C. 12" O.C. (1) 4" O.C. N/A 24" O.C. 16" O.C. 2x 2x 48" O.C. \ \ ONE SIDE aS P4 7/16" SHT. 4" O.C. 12" O.C. (2) 6" O.C. N/A 16" O.C. 12" O.C. (2)2x OR 3x 2x 32" O.C. / U) m 00 ONE SIDE i U) N cal O O O P3 7/16" SHT. 3" O.C. 12" O.C. (2) 4" O.C. N/A 12" O.C. loll O.C. (2)2x OR 3x 2x 24" O.C. N ONE SIDE 0 �30 9 Og Og P2 7/16" SHT. 2" O.C. 12" O.C. (3) 6" O.C. N/A 10" O.C. 10" O.C. (2)2x OR 3x 2x 18" O.C. C "' 0 ONE SIDE LLB 6 2 q, _ -- c 10 10 10 2P4 7/16" SHT. 4" O.C. 12" O.C. (3) 5" O.C. N/A 10" O.C. loll O.C. (2)2x OR 3x 2x 16" O.C. 5 > .= BOTH SIDES o 2P3 7/16" SHT. 3" O.C. 12" O.C. (3) 4" O.C. N/A 8" O.C. 8" O.C. (2)2x OR 3x 2x 12" O.C. -- BOTH SIDES i z N " 4+CDCD 30 O O 2p2 7/16" SHT. 2" O.C. 12" O.C. (3) 3" O.C. N/A 6" O.C. 6" O.C. (2)2x OR 3x 2x 8" O.C. (A - N BOTH SIDES 10 20 11 10 20 11 10 20 11 REFERS TO KEYNOTES IN DETAIL 19 THIS SHEET d SHEARWALL SCHEDULE NOTES: �./ 1. STUDS SHALL NOT BE SPACED MORE THAN 16" O.C.. (1 ROW OF PLATE NAILING) (2 ROWS OF PLATE NAILING) (3 ROWS OF PLATE NAILING) 2. RE: S1.0 SECTION 06100 "ROUGH FRAMING" FOR REQUIRED WALL STUD AND PLATE SPECIES AND GRADE. SCALE: 3/4" = 14" SCALE: 3/4" = 14" SCALE: 3/4" = 14" 3. RE: S1.0 SECTION 06160 "WOOD SHEATHING" FOR REQUIRED SHEAR WALL SHEATHING, THICKNESS AND GRADE. ALL SHEAR WALL PANELS SHALL BE APPLIED DIRECTLY TO FRAMING. cV TYP. EXT. ELEV. STAIR WALL SHEAR EAR CONN. N . TYP. EXT. ELEV. STAIR WALL SHEAR CONN. E3]TYP. EXT. ELEV. STAIR WALL SHEAR CONN. 4. SHEATHING PANELS MAYBE INSTALLED EITHER HORIZONTALLY OR VERTICALLY WITH ALL PANEL EDGES BACKED/BLOCKED WITH 2" NOMINAL OR WIDER FRAMING. SEE NOTE 5. �� o I I � I I II5. FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN 3" NOMINAL AND NAILS SHALL BE STAGGERED FOR ALL SHEARWALL MARKS EXCEPT "P6".6. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING c� j6� 0 MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. 7. NAILS FOR PLYWOOD AND OSB PANEL EDGE AND FIELD NAILING SHALL BE 8D COMMON (0.131" X 2 1/2"). 7/8". °� .4� NOTE: FRAMING NOTE: FRAMING NOTE: FRAMING 8. NAILS FOR BOTTOM PLATE FRAMING SHALL BE 12D COMMON (0.148" X 3.25"). SHOWN FOR SHOWN FOR SHOWN FOR 9. FLOOR DIAPHRAGM NAILING SHALL BE PLACED BETWEEN THE SPACING CALLED OUT FOR BOTTOM PLATE NAILING. DO NOT OVER NAIL THE BLOCKING. ° SHEARWALL SHEARWALL SHEARWALL 10. ANCHOR BOLTS SHALL BE GALVANIZED 5/8" DIAMETER A-307 AND SHALL BE SECURED IN PLACE PRIOR TO CONCRETE POUR. WET STICKING OF ANCHOR BOLTS IS NOT ALLOWED. O7 CONNECTION ONLY. 7CONNECTION ONLY. O7 CONNECTION ONLY. 11. GALVANIZED 3" X 3" X 0.229" (MIN.) PLATE WASHERS ARE REQUIRED AT EACH ANCHOR BOLT - SEE 8 THIS SHEET FOR PLACEMENT REQUIREMENTS. RECESSING PLATE WASHERS IN PLATES 1 2 O 1 2 O 1 2 IS NOT ALLOWED. O 12. LTP4 FRAMING PLATES SHALL BE INSTALLED WITH 12-8D X 1 1/2" (0.131" X 2 1/2") NAILS. RE: DETAILS 1, 2,3 & 6/S1.1. 13. A35 FRAMING ANGLES SHALL BE INSTALLED WITH 12-8D X 1 1/2" (0.131" X 1 1/2") NAILS. RE: DETAILS 1, 2 & 3/S1.1. 03 16 03 16 03 16 14. ALL NAILS INTO PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED CONFORMING TO ASTM 153 OR STAINLESS STEEL. 15. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. 16. WHERE BOTTOM PLATE NAILING SPECIFIES A SPACING OF 4 INCHES OR LESS NAILS SHALL BE INSTALLED IN TWO ROWS OFFSET 1/2 INCH AND STAGGERED. w 17. GALVANIZED EXPANSION ANCHORS OF SIMILAR. DIAMETER AND EMBEDMENT ALLOWED AT INTERIOR BEARING AND PARTY WALLS. 0 18.2-2X'S IN LIEU OF 3X'S AT PANEL EDGES ACCEPTABLE PROVIDED STUDS ARE ATTACHED PER 10/S1.2 SIM. AND BOTTOM PLATE NAILING. 19. WHERE BUILDING OFFICIALS ALLOW, OSB SHEATHING MAY BE APPLIED OVER 1/2" OR 3/8" GYPSUM WALL BOARD PROVIDED SHEATHING IS NAILED WITH 10D NAILS (0.148" DIA X 3" LONG) O O O O O O 10 10 10 10 RECEIVED z May 02 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT O O OLu SCALE: NONE 00 11 00 11 00 11 9 SHEARWALL SCHEDULE 16 O (1) SHEARWALL (2 ROWS OF PLATE NAILING) (3 ROWS OF PLATE NAILING) (3 ROWS OF PLATE NAILING) SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 8 2 (2) WALL SHEATHING: TYP. EXT./ ELEV. I STAIR WALL SHEAR CONN. [7] TYP. EXT.I ELEV. / STAIR WALL SHEAR CONN.[8]TYP. EXT.I ELEV. I STAIR WALL SHEAR CONN. OALL PANELEDGATHING SSMALBEFSTENED OSTUITHER V ORBLLLYORHORIZONTALLY. z© 9 ALL PANEL EDGES SHALL BE FASTENED TO STUDS OR BLOCKING. _ ° _ ° _ ° _ _ ° ° (3) PANEL EDGE NAILING: T I T _T_ _ I O n 10 NAILING AT ALL OUTER EDGES OF SHEATHING PANELS IN SHEARWALLS w It 11 I I I I °I O I I I° I SHALL BE FASTENED PER THE SHEARWALL SCHEDULE. 00 1I QCD NOTE: PLATE WASHER SHALL EXTEND WITHIN 1/2" OF EDGE OF BOTTOM PLATE o ¢ o ON SIDE(S) WITH SHEATHING. PROVIDE STAGGERED/OFFSET PLACEMENT AS I I I I° I 05 I° 1° 1 I° N m M w 0 0 0 0 40 (4) FIELD NAILING: D U) 0 U o DO SHOWN ELSE OVESIZE PLATE WASHERS AS REQUIRED. I 1 I °I I I I ° I WITHIN THE FIELD OF THE PANEL, AT FRAMING MEMBERS, THE PANELS ARE LESS U) iLi 1 3/4" 1 3/4" 1 3/4" 1 3/4" CLOSELY FASTENED. m C� o Q? O w I°I O z¢ U w 000w� (1) 1 1/2" (2) 1 1/2" CONT. SOLID MIN. MIN. MIN. MIN. 1 3/4 I 1 O5 (5) FRAMING AT ADJOINING PANEL EDGES: -5 w U 1 Y cn 0 u D- 0 CONT. RIM RIM BLOCKING 2 2 2 2" MAX. MIN. I I° RIM WHERE TWO PIECES OF PLYWOOD JOIN ON A FRAMING MEMBER, THE PANEL BELOW BELOW MAX. I �° - - � ,L � ,O - - �, "I I e1 I I BELOW - - - °- ° EDGE NAILING FROM EACH PANEL IS TO BE STAGGERED. SOME WALLS REQUIRE PROVIDE 3X3X1/4" PLATE I � I � I � � I I I 3 INCH NOMINAL FRAMING MEMBER EITHER A STUD OR BLOCKING AT ADJOINING RIM "D BLOCKING 14 14 14 14 WASHER @ EA. ANCHOR FOUNDATION SILL PLATE AND STUDS I 1 °I PANEL EDGES (SEE SHEARWALL SCHEDULE FOR WALL TYPES REQUIRING 3 INCH 0.148"DIA.x3" NOTE• NAILS AT 3"OC TYP. U.N.O. PER SHEARWALL SCHEDULE TYP. I NOMINAL FRAMING MEMBERS AT ADJOINING PANEL EDGES). DOUBLED STUDS ARE INIMUM SIZE OF SHEATHING „� J TYPICAL J = 12 12 14 12 I 1 GENERALLY NOT ACCEPTABLE FOR THIS APPLICATION. WHERE A SINGLE PANEL SHALL BE 2'-0" X 4'-0" Of Of EDGE LANDS ON A FRAMING MEMBER, A 2 INCH NOMINAL FRAMING MEMBER SHALL can 0 co 0 `� U) 0 `�' v w o w I BLOCK ALL PLYWD. EDGES 0 0 0 w w o w c� BE ACCEPTABLE (AT ENDS OF WALLS FOR EXAMPLE). BLOCK ALL PLYWOOD EDGES NOT SUPPOR�FRAMIN w = w = w = w Q c� ¢ NOT SUPPORTED BY FRAMING MEMBERS AND NAIL W/PANEL EDGE NAILING. U)cf)o 0 a 0 U) MEMBER. UCIO Lu 12 a U 12 A.BOLT PER SHEARWALL SCHEDULE 16 O 06 (6) BOTTOM PLATE: CO 100, I` 1 1/4" 3/4" w w 13 O j 1 I ° O7 (7) BOTTOM PLATE NAILING: ° n- Og LOCATE THE NAILING THROUGH THE BOTTOM PLATE SO AS TO FULLY Q U)¢ wow (1) ROW (2) ROWS (3) ROWS o . = � PENETRATE THE SOLID BLOCKING OR CONTINUOUS RIM BENEATH THE ttA w Q 0¢ I I I I I I FLOOR SHEATHING, SPACED AS PER THE SHEARWALL SCHEDULE. CENTERED ON CENTERED ON CENTER ON 13 13 13 � U) � 13 a O I' g RIM BELOW RIMS BELOW RIM BELOW a 11 I ° I °I ° I I I O 08 (8) FLOOR DIAPHRAGM NAILING: LTII • FLOOR DIAPHRAGM NAILING SHALL BE INSTALLED BETWEEN THE SPACING z_ z_ z_ z_ I `I I °I I I I :I _ SHOWN FOR BOTTOM PLATE NAILING. LOCATE ADJOINING PANEL EDGES OF PUN, P6 P4 & P3 P2 2P3 2P4 2P2 1/2' M LI J L - FLOOR SHEATHING AWAY FROM SHEARWALLS. FIELD NAILING OF FLOOR Lf)- - - - - - - - - - - - - L - - ' SHEATHING MAYBE OMITTED AT SHEARWALL BOTTOM PLATE NAILING. FOUNDATION PER PLAN 10 RE: NOTES 06500 1 O9 (9) RIM / BLOCKING: 2x4, 3x4 PLY ONE SIDE 2x4, 3x4 PLY TWO SIDES 2x6, 3x6 PLY ONE SIDE 2434 PLY TWO SIDES rt JOIN ADJACENT RIMS AND BLOCKING WITH FACE NAILING AS SPECIFIED ABOVE. SHIM WITH FULL HEIGHT SHIMS, ADJUST FACE NAIL LENGTHS. REFER TO PLANS SCALE: NONE SCALE: 3/4" = 14" SCALE: 3/4" = T-0"Z° 18 FOR ADDITIONAL SEISMIC CONNECTIONS AT THE FLOOR OR ROOF LEVEL. 11 BOTTOM PLATE NAILING PATTERN 12 ANCHOR BOLT PLACEMENT DETAILS 13 TYP. SHEARWLL ANCHOR BOLT TO CONCRETE _ _I ° _ - �°_ _ F_ _ _ = T - - - _ -- = - =� 10 (10) RIM/BLOCKING TO TOP PLATE CONNECTION: I I I I :I 18 THE CONTINUOUS RIM OR SOLID BLOCKING THAT IS PART OF THE SHEARWALL I I I I ASSEMBLY SHALL BE CONNECTED TO THE DOUBLE TOP PLATE OR FOUNDATION -' SILL PLATE WITH APPROVED CONNECTORS AND SPACED PER THE SHEARWALL II II II O II b: +� SCHEDULE. I I O I 5 11 (11) DOUBLE TOP PLATE: O ° LAP AND SPLICE -SEE PLANS FOR ADDITIONAL SEISMIC CONNECTIONS AT THE I I I le I FLOOR OR ROOF LEVEL. (12) FOUNDATION SILL PLATE: ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE I I PRESERVATIVE TREATED. THE FOUNDATION SILL PLATE SHALL BE EITHER 2 INCH NOMINAL OR 3 INCH NOMINAL DEPENDING ON THE I I I le SHEARWALL SCHEDULE. Q) I I I 13 (13) ANCHOR BOLTS: 7Z) I I I 13 FULL DIAMETER ANCHOR BOLTS, ASTM A-307 SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. MINIMUM EMBEDMENT IS 7 INCHES. MIN. (2) N I 1 BOLTS PER PIECE OF PLATE, W/(1) BOLT NOT MORE THAN 12" FROM END OF O ° PIECE. U00 (14) PLATE WASHERS: o ° ° ° ° ° ° ° ° ° ° ° °I ° I I I ° I 12 14 PLATE WASHERS SHALL BE REQUIRED FOR FOUNDATION SILL PLATE o = ° ° ° ° ° ° ° I I ° I ° I I ° CONNECTIONS, 3" X 3" X 1/4" MINIMUM. DO NOT RECESS BOLTS IN SILL PLATE o ° ° UNLESS SPECIFICALLY DETAILED ELSEWHERE. U ° I I I `I 1 ° 18 15 (15) SQUASH BLOCKS: IN THE FLOOR CAVITY OF PLATFORM FRAMING POST LOADS SHALL BE I I I I ° I ° 13 PROVIDED WITH ADDITIONAL STIFFENERS EQUAL TO THE POST SIZE ° FROM ABOVE THAT CONTINUES THROUGH THE FLOOR. •� � � O cli 16 (16) DIAPHRAGM: Cy ° -�----L�--- JL----� -- L�-- JL-- 11 O ,� ° ° ° ° ° d . SEE (1) FOR SHEARWALL, FLOOR AND ROOF DIAPHRAGM THICKNESS. OQ SIMPSON LTP4 1" 4 ° " p"_ d 10 (17) CONCRETE BASE: o SIMPSON LTP4 W/(12) 0.131" DIA. X 1 1/2" F• ° ° ° a a 1 �1 FOUNDATION OR BASE W/(12) 0.131" DIA. X 2 1/2" 10 WHEN APPLIED DIRECT TO FRAMING CONCRETE a WHEN APPLIED OVER SHEATING a ° ° 4• °° ; 18 (18) HOLDOWN: 00 SEE SHEET S1.2 FOR HOLDOWN DETAILS AND ADDITIONAL STUDS REQUIRED. N Q SCALE: 3/4" = 1'-0" SCALE: 3/4" - 1'-0"Simi Ij 0 1 g TYPICAL SIMPSON LTP4 AT INTERIOR SHEARWALL TYPICAL SHEARWALL NOMENCLATURE (ELEVATION) CD 1 g M . . v C1 N I 0 0 Y 2 S 1.2 SCALE: 3/4" = T-0" 1❑ NOTE: HOLDOWN STUDS TO RECEIVE SHEARWALL PANEL EDGE NAILING NOTE: AT CORNER CONDITIONS, HOLDOWN STRAP ME BE LOCATED AT EITHER FACE OF THE STEM WALL. EXTERIOR HOLDOWN - ELEVATION HDU RE: PLAN FOR LOCATION. RE: SCHEDULE FOR FASTENERS. EPDXY ANCHOR, dui; RE: 10/S1.2 FOR ROD ° a DIAMETER, RE: NOTES 08100/S1.0 FOR EPDXY REQUIREMENTS. PROVIDE 12" EPDXY EMBEDMENT INTO EXISTING FOUNDATION TYPICAL. (E) JOIST BEARING ON (E) STEM J 0 w MSTI RE: PLAN JOIST HANG FROM (E) STEM J c� w HOLDOWN PER PLAN ;U MNT SCALE: 3/4" = 1'-0" 2❑ HOLDOWN PER PLAN HOLDOWN FASTENERS AND WOOD STUDS PER PLAN AND HOLDOWN SCHEDULE �J LU p 0_ LU 0 m cn w w IZ CL HDU IN STUD 'I W/DOUBLE NUT �(J Z D LU p gLU Uj 0 m u) 2m LULU A: STRAP TYPE B: HOLDOWN HDU RE: PLAN FOR LOCA RE: SCHEDULE FOR FASTENERS. DU E: PLAN FOR OCATION. E:SCHEDULE OR FASTENERS. PDXY ANCHOR, E: 10/S1.2 FOR ROD DIAMETER, E: NOTES 08100/S1.0 FOR EPDXY EQUIREMENTS. PROVIDE 12" -PDXY EMBEDMENT INTO EXISTING FOUNDATION TYPICAL. JOIST AT PONY WALL EXTERIOR HOLDOWN (E) STEM WALL SCALE: 3/4" = 14" 76] EPDXY ANCHORAGE OF HDU TYPE HARDWARE AT EXISTING FOUNDATION - TYPICAL Retrofit epoxy anchors shall be inspected by a qualified third party. Provide reports to city inspector (E) 6" STEM WALL EPDXY ANCHOR, RE: 10/S1.2 FOR ROD DIAMETER, RE: NOTES 08100/S1.0 FOR EPDXY REQUIREMENTS. PROVIDE 12" EPDXY EMBEDMENT INTO EXISTING FOUNDATION TYPICAL. Z W J d (Y U) SHEARWALL RE: PLAN SAW CUT IN PLY TO ACCEPT STRAP AT INTERIOR J Q Z) U) J_ Q Z 0T_ Z J Q LOAD 1705 2345 3640 4830 2.9W/2.2EC 5.3W/3.8EC 3580 2215 01.9 H11910 4305/6970 9535 1492 HOLDOWN & FASTENER SCHEDULE (HF STUDS) HARDWARE WOOD MEMBER/POST FASTENER ROD ANCHOR EMBEDMENT STEM DETAIL MARK TYPE DIAMETER (MINIMUM) STEM THICKENED STEM THICKENED 2X4 WALL 2X6 WALL FOOTING SLAB HD1 CS16 2X4 2X6 (28) 8d N.A. N.A. N.A. N.A. HD2 MST37 (2) 2X4 (2) 2X6 (22) 16d N.A. N.A. N.A. N.A. HD3 MST48 (2) 2X4 (2) 2X6 (34) 16d N.A. N.A. N.A. N.A. RE: 14, 15/S1.2 HD4 MST60 (2) 2X4 (2) 2X6 (48) 16d N.A. N.A. N.A. N.A. HD5 LSDTHD8 (2) 2X4 (2) 2X6 (16) 12d STRAP N.A. 8" 8" LSDTHD8RJ HD6 STHDD14RJ (2) 2X4 (2) 2X6 (24) 12d STRAP N.A. 14" 8„ R 2/S1.2 HD7 HTT22 (2) 2X4 (2) 2X6 (32) 12d 5/8" N.A. 9" 8" HD8 HDU2-SDS2.5 (2) 2X4 (2) 2X6 (6) SDS 5/8" 11" 6" 1 /4X2 1/2 6/S1.2 AT (10) SDS HD9 HDU4-SDS2.5 (2) 2X4 (2) 2X6 1/4X2 1/2" 5/8" 11" 6" EPDXY ROD & RETROFIT HD10 HDU5-SDS2.5 (2) 2X4 (2) 2X6 (14) SDS 5/8" NUT/WASHER NU 11" 6" RE: 1/4X2 1/2' PER 2/S1.2 1,2/S1.2 HD11 HDU8-SDS2.57/8" (2) 2X4 (2) 2X6 (20) SDS 11" 8" 4X4 4X6 1 /4X2 1/2" HD12 HDU11-SDS2.5 4X6 6X6 (30) SDS 1" 16" 8" RE: 1 /4X2 1/2" 1,2/S1.2 HD13 HD19 6X6 11/4" 16" 8" 1"DIA5)M.B. HD14 HDU14-SDS2.5 4X6 6X6 (36) SDS 1" 16" 8" 1 /4X2 1/2' HD15 MSTC48133 (2) 2X4 (2) 2X6 (12) 10d FACE, (4) 10d BOTTOM, (38) 10d STUDS/POST RE: 6/S1.2 HARDWARE LOCATED AT EXISTING FOUNDATION TYPICAL. HOLDOWN AND FASTENER SCHEDULE NOTES; 1. HOLDDOWNS SHALL BE AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY. 2. 16D = 0.162" DIA. X 3 1/2" LONG. 3. USE HALF THE REQUIRED NAILS IN EACH MEMBER BEING CONNECTED. 4. SCREWS SHALL BE SDS 1/4" DIA. X 2 1/2" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY. 5. HOLDDOWN ANCHORS SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE. 6. ANCHOR BOLT NUT SHALL BE FINGER -TIGHT PLUS 1/3 - 1/2" TURN WITH HAND WRENCH. CARE SHALL BE TAKEN TO NOT OVER -TORQUE THE NUT. IMPACT WRENCHES SHALL NOT BE USED. 7. HDU HOLDDOWNS SHALL BE INSTALLED CENTERED ALONG THE WIDTH OF THE ATTACHED POST. 8. RE: NOTES SECTION 06100 "ROUGH FRAMING" FOR THE REQUIRED POST SPECIES AND GRADE. 9. BUNDLED STUDS PER DETAIL 18/S1.2. 10. STRAP TIE HOLDOWNS. NAIL STRAPS FROM BOTTOM UP. INSTALL WITH STRAP MATE "NO WET STCKING". 11. ANCHOR BOLT HOLDOWNS SHALL BE ASTM A307 OR A36 STEEL. ANCHOR HEAD REQUIRES NUT/WASHER NUT PER 2/S1.2. SCALE: 3/4" = 14" Pol HOLDOWN NAILING RE: HOLDOWN SCHED BUNDLED STUDS RE: HOLDOWN SCHED RE: HOLDOWN SCHEDULE FOR ADDITIONAL INFO. HOLDOWN SCHEDULE PROVIDE 1 5/8"MIN. END SHEATHING NOT SHOWN FOR DISTANCE FOR STRAPS CLARITY SCALE: 3/4" = 14" 14 INTERIOR HOLDOWN i STRAP RE: PLAN OVER SHEATHING SHEARWALL RE: PLAN SHEARWALL RE: PLAN STRAP RE: PLAN OVER SHEATHING J ' Q SHEARWALL RE: PLAN PROVIDE 1 5/8" MIN. END DISTANCE FOR STRAPS SCALE: 3/4" = 1'-0" 15 HOLDOWN I RE: HOLDO� BUNDLED S1 RE: HOLDOV SCHEDULE NOTE: RE: HOLDOWN SCHEDULE FOR ADDITIONAL INFO. EXTERIOR HOLDOWN U o Z rn Q aS �w 00 U) a) L U) �No �M0000 C a) CV �C) CU)No W -�') U d _ c, (�U)�a`) L p � C UYL6a L Z N U 4+CDco COVN, U r N o r� It O � o cc 0 w a 0 RECEIVED May 02 2024 z CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT w 0 z oUj W N o 00 II CAI DD C13 w moo QLU 0 z Q U IL LU U cn Q p W D 0 LU Y CV CD in 0 0 0 U)M U o DO 7 in 0 0 w F- cn in 0 D_ 0 ClIj 00 O C r 7 00 v v LP CN CV O CV O M V S102 an C-4 1�4_ CV O Q 0 M FOUNDATION KEY NOTES FOUNDATION NOTES 1. ALL SOIL BEARING SURFACES ARE SUBJECT TO INSPECTION AND APPROVAL BY THE GEOTECHNICAL ENGINEER PRIOR TO REINFORCING AND CONCRETE PLACEMENT. 2. CENTER INTERIOR FOOTINGS ON WALLS OR COLUMNS TYPICAL U.N.O. 3. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. 4. SEE ARCHITECTURAL PLANS FOR WALL LOCATIONS. 5. CONCRETE WALLS ARE 8" THICK TYPICAL U.N.O. 6. SEE SHEET S2.1 FOR WOOD FRAMING LEGEND, NOTES, AND SCHEDULES. 7. PROVIDE 4" DIAMETER PERFERATED FOOTING DRAINS AT PERIMETER OF NEW FOUNDATIONS TYPICAL. TIE INTO EXISTING FOOTING DRAINS. PROVIDE 4" DIAMETER TIGHTLINES FOR DOWNSPOUTS AT NEW ROOF AREAS. FOUNDATION SCHEDULE MARK DEPTH WIDTH LENGTH REINFORCING DETAILS 1'-6" EXTERIOR F1.0 V-0" INTERIOR 1'-0" RE: PLAN (2) #4 LONG WAY BOTTOM 11/S10.0 F1.5 0'-8" 1'-6" 1'-6" (2) #4 EACH WAY BOTTOM 1 & 2/S10.1 F2.0 0'-8" 2'-0" 2'-0" (3) #4 LONG WAY BOTTOM 2/S10.1,12a/S10.0 2'-6" 2'-6" (3) #4 EACH WAY BOTTOM 2/S2.0 FOUNDATION LEGEND F1 SEE FOOTING TYPE THIS SHEET S.J. SHRINKAGE CONTROL JOINT PER DETAIL 4/S6.0 C.J. CONSTRUCTION JOINT PER DETAIL 5/S6.0 SLOPE SLOPE SLAB 1/4" PER FOOT U.N.O. PER PLAN HOLDOWNS INDICATED ON THE N FOUNDATION PLAN ARE SHOWN HALFTONE ,ZO FOR REFERENCE ONLY. REFER TO THE S1.2 SHEET FOR SPECIFICS OF EMBEDDED ITEMS RELATED TO HOLDOWNS. 4x6 POST / RE: PLAN MST48 STF C� & MST48 46 POST RE: PLAN FINISH� GRADE r� SCALE: 3/4" = 1'-0" E�l LC FC TI- Note: ALL SECTION CUTS ARE TYPICAL DARK SOLID LINES ARE NEW WALLS ABOVE THE BASEMENT LEVEL. LIGHT SOLID LINES ARE EXISTING WALLS ABOVE THE BASEMENT LEVEL. (N) FOOTING AT BASEMENT WALL 11' - 4 1 /2" NOTE: PLANS PREPARED USING DESIGNER BACKGROUNDS RECEIVED 03/05/2024. 6'-3" v N)F2. I rti71 WINDOW WELL - Nr, SCALE:1/4" = 14" WINDOW WELL Mimi= (N)F1.0 o ff� i I zl BEDROOM I I o� I LJ CUT(E)SLAB 0 I 17 S6.0 F2.5 N)F A/O R 07 '9 616 �p ctl G��'� 0& 11 �� �� Q�.o FOUNDATION PLAN 4'-11" BATHROOM 9'-6" X 4'-11" FAMILY ROOM 24'-6" X 12'-7" J� GRAPHIC SCALE -4' 0' 2' 4' 8' (1 inch = 4 foot ) 0 U o Z rn Q d LL taco LCnZ� o N O 0M0000 C a) CV �(D CU)No W � U _ c (aU)�.� UY�a L Z N U ++oco� Cn U N o r� O � o 0 W a 0 RECEIVED May 02 2024 Q CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lu 0 z CCS w N co ' �O Q .E CD N CV m Q W m ❑ Q p z Q U w U Cn Q ❑ w D U) w Y CV CD M Q❑❑ V 00 co D m w Of o 0 o w to ❑ U D- O 0 CIO NO OQ 0 ct C!� O E] O 4� 0 S200 FRAMING LEGEND FLUSH BEAM FB DROPPED BEAM DB HEADER - SEE 1/S9.0 HR GLUED -LAMINATED BEAM GLB INDICATES NO. OF BUNDLED STUDS PROVIDE (2) TYP. U.N.O. POST THIS FRAMING LEVEL - CONTINUE TO FOUNDATION OR BEAM BELOW ❑ COLUMN BELOW POINT LOAD ABOVE AT COLUMN BELOW POINT LOAD ABOVE AT BEAM BEAM/JOIST HANGER PER PLAN/SCHEDULE BEARING WALL NA DEMO WALLS ARE NOT SHOWN IN STRUCTURAL DRAWINGS. RE: DESIGNER DRAWINGS FOR LOCATIONS. DARK SOLID LINES ARE NEW WALLS BELOW FRAMING. LIGHT SOLID LINES ARE EXISTING WALLS BELOW FRAMING. DARK DASHED LINES ARE NEW WALLS ABOVE FRAMING. LIGHT DASHED LINES ARE EXISTING WALLS ABOVE FRAMING. DARK LINES ARE NEW FRAMING. LIGHT LINES ARE EXISTING FRAMING. WOOD PANEL SHEARWALL PER P6 SCHEDULE: 14/S1.1 SHEARWALL WITH FORCE TRANSFER P6 DETAIL: 8/S1.2 NOTE: SHEATHING BELOW WINDOW NOT SHOWN ON PLAN FOR CLARITY HOLDOWN PER SCHEDULE: 10/S1.2 HD1 HD1 OVER FRAMING AT ROOF ATTIC ACCESS AT CEILING ATTIC ACCESS AT WALLS EXTENTS OF FRAMING FRAMING DIRECTION Note: ALL SECTION CUTS ARE TYPICAL FRAMING NOTES 1. FRAMING SHALL BE AS SHOWN ON THE ROOF FRAMING PLANS. SEE SHEET S1.0 FOR ROOF LOADS. 2. FLOOR AND CEILING FRAMING SHALL BE PER PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" ATOP WALLS. SECURE JOIST TO TOP PLATES WITH (2) 8D NAILS. JOISTS UNDER AND PARALLEL TO BEARING AND SHEAR WALLS SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT BEARING AND SHEAR WALLS SHALL BE DOUBLED U.N.O. 3. WALLS INDICATED ARE BELOW THE FRAMING LEVEL. WALLS ABOVE ARE SHOW SCREENED/HALFTONE. 4. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4" PER FLOOR WOOD SHRINKAGE (ACCUMULATIVE). 5. SEE DETAIL 1/S9.0 FOR TYPICAL HEADER/BUNDLED STUD CONSTRUCTION. SEE 3/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. 6. SEE DESIGNER DRAWINGS FOR DRAFTSTOP AND VENTING LOCATIONS. 7. FRAMING MEMBERS AND SHEATHING SHALL BE PER STRUCTURAL NOTES ON SHEET S1.0. 8. SOME SHEARWALLS REQUIRE 3X FRAMING AT PANEL EDGES. SEE SHEARWALL SCHEDULE ON SHEET S1.1. 9. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE OR APPROVED EQUIVALENT. 10. PROVIDE JOIST OR BLOCKING ATOP SHEARWALLS. 11. SEE DESIGNER DRAWINGS FOR DIMENSIONS. 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE CONTINUED DOWN TO FOUNDATION OR SUPPORTING BEAM. 13. ALL HEADERS SHALL HAVE A MINIMUM OF (1) TRIM STUD AND (1) KING STUD AT EACH END FOR BRACING U.N.O. 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) STUDS UNDER EACH BEAM TYP., U.N.O. 15. SOLID BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH HOLDOWN. MATCH THE SQUASH BLOCK WITH THE POST ABOVE. 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER SCHEDULE U.N.O. PER PLAN. 17. HANGERS AND FASTENERS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE G185 CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL. 18. REFERENCE DESIGNER DRAWINGS FOR INSULATION AND VENTILATION REQUIREMENTS. (N) P.T. 2x12 STRINGERS @ 12"OC GUARDRAIL RE: 1/S10.0 TYP. INFILL PANEL RE: 3/S10.0 TYP. FRAMING KEY NOTES TREX DECKING FASTENERS PER MANUFACTURER FLAT P.T. 2x6 W/(2) 16d GALVANIZED AT EACH JOIST BOTTOM (N) 46 CONT. POST TO GLB RIDGE W/LCE4 EACH SIDE TOP W/(2) A34 AND CS16 COIL STRAP VERTICAL BOTTOM DEMO (E) LANDING AND STAIR FLIGHTS DEMO END AND LEVEL FLAT P.T. 2x6 W/(2) 16d GALVANIZED AT EACH JOIST BOTTOM ADD JOIST AT ANCHOR TREX DECKING FASTENERS PER MANUFACTURER GUARDRAIL RE: 1/S10.0 TYP. INFILL PANEL RE: 3/S10.0 TYP. SCALE:1/4MAI„N FLOOR FRAMING PLAN AND BASEMENT LEVEL Ill SHEARWALLS GUARDRAIL RE: 1/S10.0 TYP. INFILL PANEL RE: 3/S10.0 TYP. (N) P.T. 2x10 @ 12"OC TREX DECKING FASTENERS PER MANUFACTURER GRAPHIC SCALE -4' 0' 2' 4' 8' U o Z rn Q aS LL m 00 U &_U) �No �M0000 C a) CV �35 Cn N O W � U _ c (aU)�.�C L Cc IF UY�a L Z N U 4+CDco WVCR U N o r� O � o cc - 0 w a 0 RECEIVED May 02 2024 0 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lu 0 z U w O 00 '6 `4_E W m 0 ❑ Q 0 z Q U w 0 Cn Q ❑ � (n w Y CV CD cn M U CD CO w o 0 o w� to ❑ U 0_ O C� C� Q� Q� Q� 0 W Ct C) 00 C) 2W S201 (1 inch = 4 foot ) D_ Lp CV CV O N M V 0 I 0 0 E Y 0 70 7 N FRAMING LEGEND FRAMING NOTES 1. FRAMING SHALL BE AS SHOWN ON THE ROOF 9. HANGERS INDICATED ARE AS MANUFACTURED 2 21 ^ FB ^ FLUSH BEAM WOOD PANEL FRAMING PLANS. SEE SHEET S1.0 FOR ROOF BY SIMPSON STRONG -TIE OR APPROVED SHEARWALL PER LOADS. EQUIVALENT. DROPPED BEAM P6 SCHEDULE: 14/S1.1 DB HEADER - SEE 1/S9.0 2. FLOOR AND CEILING FRAMING SHALL BE PER 10. PROVIDE JOIST OR BLOCKING ATOP HR SHEARWALL WITH PLAN AND SCHEDULE U.N.O. LAP JOISTS 4" SHEARWALLS. C ^ GLUED -LAMINATED BEAM __________ FORCE TRANSFER ATOP WALLS. SECURE JOIST TO TOP PLATES GLB P6 DETAIL: 8/S1.2 WITH (2) 8D NAILS. JOISTS UNDER AND 11. SEE DESIGNER DRAWINGS FOR DIMENSIONS. NOTE: SHEATHING PARALLEL TO BEARING AND SHEAR WALLS BELOW WINDOW NOT SHALL BE DOUBLE JOISTS U.N.O. BLOCKING AT 12. BUNDLED STUDS FROM THIS LEVEL SHALL BE INDICATES NO. OF SHOWN ON PLAN FOR BEARING AND SHEAR WALLS SHALL BE CONTINUED DOWN TO FOUNDATION OR BUNDLED STUDS CLARITY DOUBLED U.N.O. SUPPORTING BEAM. PROVIDE (2) TYP. U.N.O. HOLDOWN PER 3. WALLS INDICATED ARE BELOW THE FRAMING 13. ALL HEADERS SHALL HAVE A MINIMUM OF (1) POST THIS FRAMING LEVEL - SCHEDULE: 10/S1.2 LEVEL. WALLS ABOVE ARE SHOW TRIM STUD AND (1) KING STUD AT EACH END FOR CONTINUE TO FOUNDATION SCREENED/HALFTONE. BRACING U.N.O. OR BEAM BELOW HD1 HD1 4. PLUMBING, MECHANICAL, AND ELECTRICAL 14. PROVIDE MINIMUM (2) 2X BUNDLED (TRIM) SYSTEMS SHALL BE DESIGNED AND BUILT TO STUDS UNDER EACH BEAM TYP., U.N.O. ❑ COLUMN BELOW OVER FRAMING ACCOMMODATE 1/4" PER FLOOR WOOD POINT LOAD ABOVE AT ROOF SHRINKAGE (ACCUMULATIVE). 15. SOLID BLOCKING OR SQUASH BLOCKS ARE REQUIRED UNDER ALL POSTS AND AT EACH AT COLUMN BELOW 5. SEE DETAIL 1/S9.0 FOR TYPICAL HOLDOWN. MATCH THE SQUASH BLOCK WITH THE HEADER/BUNDLED STUD CONSTRUCTION. SEE POST ABOVE. POINT LOAD ABOVE 3/S9.0 FOR BUILT-UP BEAM CONSTRUCTION. AT BEAM ATTIC ACCESS 16. PROVIDE FLUSH MOUNT JOIST HANGERS PER AT CEILING 6. SEE DESIGNER DRAWINGS FOR DRAFTSTOP SCHEDULE U.N.O. PER PLAN. AND VENTING LOCATIONS. BEAM/JOIST HANGER ® ATTIC ACCESS 17. HANGERS AND FASTENERS IN CONTACT WITH PER PLAN/SCHEDULE AT WALLS 7. FRAMING MEMBERS AND SHEATHING SHALL PRESERVATIVE TREATED WOOD SHALL BE G185 BE PER STRUCTURAL NOTES ON SHEET S1.0. CORROSION RESISTANT OR TYPE 304 OR 316 STAINLESS STEEL. 8. SOME SHEARWALLS REQUIRE 3X FRAMING BEARING WALL AT PANEL EDGES. SEE SHEARWALL SCHEDULE 18. REFERENCE DESIGNER DRAWINGS FOR ON SHEET S1.1. INSULATION AND VENTILATION REQUIREMENTS. NA DEMO WALLS ARE NOT SHOWN � IN STRUCTURAL DRAWINGS. EXTENTS OF FRAMING RE: DESIGNER DRAWINGS FOR LOCATIONS. FRAMING DIRECTION DARK SOLID LINES ARE NEW WALLS BELOW FRAMING. LIGHT SOLID LINES ARE EXISTING WALLS BELOW FRAMING. [______-1 DARK DASHED LINES ARE NEW WALLS ABOVE FRAMING. C = = LIGHT DASHED LINES ARE EXISTING WALLS ABOVE FRAMING. Note. DARK LINES ARE NEW FRAMING. ALL SECTION CUTS ARE TYPICAL LIGHT LINES ARE EXISTING FRAMING. FRAMING KEY NOTES p w Lu Q U 0 J Lu w 1' - 6" ASSUMED EXISTING m J 0 m (N) 2x4 PONY WALL FRAMED ATOP ROOF CV x N p 00 x a (E) HDR TO REMAIN zl 01 Cnlp LLu U L) w �IJ Q CO U) m O �Iw �� 0IU � iE (N)4x6HIGH x, viz LCE4 EACH SIDE TOP z ^iI)fw AC6 EACH SIDE BOTTOM 3 w1u S9.1 0i< I 01� (N) 5 1/2 x 13 1/2 GLB RIDGE I I O O 72 /i q zo 0 Ua 0 C..4 CI w LLJ w m Of W �1,� (x � P\ CDE:20/S9.1 CV c~n z �`LJ � F R HANGER I\ x I I I N I I OI OI I wl z wl pi HU212-2 pi H1I.212-2 I SLU19.5 L45 SLIU19.5 SKR 45 I (N)12x12 @ 16"OC I (N) x 12 @ 1 "C (N) 8 3/4 x 12 GLB lcFsr\�� 9 14 S9.1 S9.1 ��G H'O IG m (2)2x6 HDR (N) INFILL 4 \��A (E) 2x RAFTERS W Of Lu I- LL x C\j co UY Lu I- LL Q x N (N) 2x4 PONY WALL FRAMED ATOP ROOF (N) (2)2x6 HDR- - 0111PAYAy a 11 1.01010 IN 9111 (E) 2x CEILING JOIST / TENSION TIES (E) 2x RAFTERS - - --fPl) (2)2x6 HDR EWE 1' - 6" ASSUMED m I MATCH EXISTING 0 N I a M x I 1' - 6" ASSUMED N MATCH EXISTING I 4 1 z S9.1 S9.1 (N) 6x6 (N) 2x12 @ 16"OC (N) 2x12 @ 16"OC \��J 0 FLAT 2x4 ONLOOKERS _ (Do AT 24"OC cx p IN 2x8 (N) 6x RIDGE �\ LA L 0 c oco z �'p OVERFRAMING �sL \ N N S9.1 d'2S q! z U (N) 6x6 7 (2)2x6 HDR - - -7 (2)2 6 HDR S9.1 5/S9.1 OPP. NOTE: ISOMETRIC PLANS PREPARED USING DESIGNER BACKGROUNDS RECEIVED 03/05/2024. P6 Lu \ FLAT 2x4 ONLOOKERS U) AT 24"OC m x - 5/S9.1 = ISOMETRIC S9.1 `° Q SCALE: 1/4"-1'-0" ROOF FRAMING PLAN & Ill MAIN LEVEL SHEARWALLS J J_ ILL. z 1' - 6" ASSUMED EXISTING _' GRAPHIC SCALE -4' 0' 2' 4' 8' (1 inch = 4 foot ) U o Z rn Q aS LL m 00 U) &_U) CV O �M0000 C a) CV 9, �oNo W ) U _ c (a 65 > .= L 0 C%j C UY�a L Z N U ++ CD (0 W00N� U N O r� 0O � o _ O Lu a 0 RECEIVED May 02 2024 0 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lu 0 z U) LLJ v O 00 '0Q CC'j m Q LJ m 0 0 Q 0 z Q U Lu U cn p W 60 ? LLI Y CV CD p p p 4 cl U) C� U CD CO Lu Of 000w� cn 0 U D_ O C� Q� CIO W CI � 00 CIO U O 4� C '� C0 W S202 BAR f'c=3000 PSI SIZE Ld OTHER BARS LAP SPLICE TOP BARS LAP SPLICE #3 16" 21" 28" #4 22" 28" 37" #5 27" 36" 46" #6 33" 43" 56" LAP SPLICE SCHEDULE NOTES: 1. TENSION LAP SPLICE SHOWN ABOVE FOR CONCRETE COVER GREATER THAN OR EQUAL TO BAR DIAMETER AND CENTER TO CENTER SPACING GREATER THAN OR EQUAL TO TWO BAR DIAMETERS (SPACING AND COVER CASED. TENSION LAP SPLICE SHOWN ABOVE ARE CLASS B SPLICES. 2. "OTHER BARS" ARE ALL VERTICAL BARS AND HORIZONTAL BARS WITH LESS THAN 12" OF CONCRETE CAST BELOW THE BAR. 3. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 4. COMPRESSION LAP SPLICES SHALL BE 30 BAR DIAMETERS MIN. U.N.O. ON THE DRAWINGS 5. DEVELOPMENT LENGTH (Ld) IS "OTHER BARS", CLASS A. SCALE: NONE 1❑ TYPICAL LAP SPLICE SCHEDULE 1. LAP WALL REINFORCING PER SCHEDULE. CORNER BARS CORNER BARS W/STD. 90 DEGREE HOOKS 2. START HORIZ. AND VERT. BARS 1" CLEAR, W/STD. 90 DEGREE OR CORNER BARS TO MATCH OF EDGE OF OPENING. SPACE BAR AT HOOK TO MATCH HORIZ. REINFORCEMENT. EQUIVALENT SPACES NOT TO EXCEED/ CROSS WALL LAP + H REQUIRED SPACING. REINFORCING _ (ALT. HOOKS) + LAP + H (2) #5 CONT. + a _ d • Q • . - . . (2) #5 CONT. d d ; _ ed • _ 77 Ilk 11 TERMINATE HORIZ. VERT. REINF. HORIZ. REINF. REINF. W/STD. 90 8 PER PLAN PER PLAN DEGREE HOOK DOWN (OR) HORIZ. REINF. PROVIDE TIES LI PER PLAN d TO MATCH o- _ HORIZ. BARS : 9 • H H (2) #5 CONT. SCALE: 3/4" 1'-0" SINGLE CURTAIN WALL REINFORCEMENT = [61 PLACEMENT BAR SIZE D STANDARD 180 DEGREE HOOK STANDARD 90 DEGREE HOOK D A OR G J BAR SIZE D A OR G #3 6db 2 1/4" 5" 3" #3 2 1/4" 6" #4 6db 3" 6" 4" #4 3" 8" #5 6db 3 3/4" 7" 5" #5 3 3/4" 10" #6 6db 41/2" 8" 6" #6 41/2" V-0" HOOK O �j Aorta 4db or 2 1/2" MIN. STANDARD 180 DEGREE HOOK STANDARD 90 DEGREE HOOK D=FINISHED INSIDE BEND DIAMETER SCALE: NONE [21 STANDARD HOOK DETAILS S.W. (TRANSV.ocn L.W. (LONGITL E.W. (EACH W_ , IOTTOM REINFORCING IS 3" CLEAR 'OP REINFORCING IS 2" CLEAR ,'IE TRANSVERSE REINFORCING TO TOP OF BOTTOM REINFORCING AND BOTTOM OF TOP REINFORCING. BAR SIZE D D STIRRUP HOOKS/TIES SEISMIC STIRRUP/TIE 90 DEGREE 135 DEGREE 135 DEGREE SEISMIC H00 A or G A or G APPROX. H A or G APPROX. H #3 4db 1 112" 4" 4" 2 1/2" 4 1/4" 3" #4 4db 2" 4 1/2" 4 1/2" 3" 4 1/2" 3" #5 4db 2 1/2" 6" 51 /2" 3 3/4" 51 /2" 3 3/4" #6 6db 4 1/2" 1'-0" 7 3/4" 4 1/2" 7 3/4" 4 1/2" 6db for #3, #4,#5 0 (D0 (DIP&'6 12db for #6, #7, #8 0 + O ¢ /1-0 —�\J/ O °6 O ni o d o db o db C7 C7 0 Z z Z J J J o O o p oNJ 11 O + + + 90 DEGREE 135 DEGREE 6db for #3, #4, #5 STIRRUP HOOKS/TIES STIRRUPS HOOKS/TIES 12db for #6, #7, #8 D=FINISHED INSIDE BEND DIAMETER 135 DEGREE SEISMIC STIRRUPS/TIES SCALE: NONE [31STIRRUP and TIE HOOK DETAILS (E) SLAB (N) 6" SLAB SAW CUT 6" #5x2'-6" DOWEL @ 18"OC SET (E) SLAB W/EPDXY �_ r �� � a -tea •- _ _ a <d . 77 1/8" x 1 1/2" PREMOLDED CONTINUOUS MASTIC JOINT STRIP OR PREMOLDED CONSTRUCTION JOINT (MAY BE SAWCUT CONC. SLAB &REINF. AT OWNERS OPTION). SAWN JOINT SHALL RE: PLAN BE MADE AS SOON AS POSSIBLE WITHOUT DAMAGE TO SURFACE. CUT ALT. WIRES COMPACTED SUBGRADE AND AT JOINT GRANULAR FILL RE: GEOTECHNICAL ENGINEER'S VAPOR BARRIER RECOMMENDATIONS RE: GEOTECHNICAL ENGINEER (6 MIL. MIN.) PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT. SCALE: 3/4" = 14" [4] TYPICAL SHRINKAGE CONTROL JOINT (S.J.) 4" EXTERIOR SLAB ON GRADE W/#4 BAR AT 18" O.C. EACH WAY CENTER. RE: NOTES 3000 FOR ADDITIONAL REQUIREMENTS. �G T.O. SLAB v RE: ARCH. J a lii of 4" CRUSHED ROCK EARTH SECOND POUR CONC. SLAB & REINF. RE: PLAN FIRST POUR BURKE "KEYED KOLD" JOINT. STOP REINFORCING CLEAR OF JOINT EACH SIDE. XXXXXiXXXXX VAPOR BARRIER COMPACTED SUBGRADE AND RE: GEOTECHNICAL ENGINEER GRANULAR FILL (6 MIL. MIN.) RE: GEOTECHNICAL ENGINEER'S RECOMMENDATIONS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT. SCALE: 3/4" = 14" 5❑ TYPICAL CONSTRUCTION JOINT (C.J.) SLAB RE: PLAN FOR THICKNESS AND REINFORCING RE: NOTES 3100 FOR STRENGTH T.O. SLAB ((RE: PLAN)) "x X . a. w III III III III � I=III=III—III=III= INSULATION RE: ARCH. 10 MIL POLYETHYLENE VAPOR RETARDER 4" CRUSHED ROCK EARTH SCALE: 3/4" = 1'-0" SCALE: 3/4" = 14" SCALE: 3/4" = T-0" SCALE: 3/4" = 1'-0" [7] TYPICAL FOOTING REINFORCEMENT PLACEMENT [8] TYPICAL (N) SLAB AT (E) SLAB 191 TYPICAL EXTERIOR SLAB ON GRADE 110 TYPICAL INTERIOR SLAB ON GRADE 2x6 @ 16"OC SHEATHING RE: NOTES 06100 RE: NOTES 06500 #4 @ 10"OC HORIZ. CTR P.E.N. RE: 9/S1.1 AT SHEARWALL S.O.G. RE: PLAN NOTES 06500 ALL OTHER (INTERIOR) LOCATIONS z c CUT(E)SLAB — (E) SLAB S N FIN. GRADE d ^ ° a - . _ • °_ y 4' f a INSULATION RE: ARCH. III -9 a o 0 III-11 �=�: •- = 0 0 0 0 0 0 0 0 •e • d�• a°- III=III III I I=III=III=1 I I=1 I I=1 I I=1 I I=1 I I III III III III III III III III CO a . T z J 4 - �° s g v o 0 o a RE: 10/S6.0 Lu (2) #4 BAR CONT. BOTTOM 4 MIN. DIAMETER FDN DRAIN - W/1 CF/FT FREE DRAINING =1 III=1=1 #5 @ 15"OC VERT. CTR GRAVEL & GEOFABRIC EQ. 8" EQ. (ALT. LEG) TIE INTO EXISTING FOUNDATION DRAINS RE: PLAN PREPARED SUB -BASE ASSUMED. PER GEOTECHNICAL ENGINEER REPORT. z_ #4 @ 10"OC HORIZ. CTR SLOPE 4 CV 75 IIIIIIIIIIIIIIIIIIIIIII co as a. 2'-0" MAX. °' RETAINED a"1-� • �- o 0 o EARTH HEIGHT. d_ STEM EXTENSION RE: 10/S6.0 LAP PER 1/S6.0 PROVIDE #4 DOWEL v ■ _ = I — — J IN 0.625" DIA. X 4" HOLE 9 W/SIMPSON SET EPDXY AT EACH HORIZ. REINF. BAR RE: ARCH. (E) FOOTING AND STEM WALL f'a - Ir cZ )I 9 G °••d- '° FOOTING AND STEM WALL PER PLAN AND SCHEDULE LAP PER 1/S6.0 #5 CONT. @ TOP & BOTTOM Z-0" #4 @ 18"OC o CONCRETE SLAB RE: PLAN d X X7 X T X•��,�(a 0 0 0 0 0 0 °q° —III III —III —III —III —III —I II ,a � _.F _ P_ III III III III III III 4" PEA GRAVEL _f °I• PREPARED SUB BASE 11- 8" (E) SLAB (N) 6" SLAB SAW CUT #5x2'-6" DOWEL @ 18"OC SET W/EPDXY #5 @ 18"OC SLAB DOWELS W/4" EPDXY EMBEDMENT 30" (E) SLAB 6' INTO EXISTING STEM 277 IIIIIIIIIIIIIIIIIIII a a (E) STEM AND FOOTING la.. • Q. PROFILE ASSUMED. SAW liilil it it it it it CUT TOP OF (E) STEM. SCALE: 1 " = 1'-0" SCALE: 3/4" = 14" SCALE: 3/4" = 14" SCALE: 3/4" = 14" 11 TYPICAL PERIMETER FOOTING 13 TYPICAL DOWEL TO EXSTIG. CONCRETE [1-4] TYPICAL TURNED DOWN SLAB EDGE [1-51 TYPICAL (N) SLAB AT (E) SLAB (N) 46 D.F.2 POST #4 @ 18"OC MAX. (N) ABA46Z POST BASE 2 MIN. PER SIDE W/ 5/8"DIAMETER EPDXY ANCHOR W/4" EPDXY EMBEDMENT W/4" EMBEDMENT INTO (E) SLAB W/(8) 0.162"DIA. x 3 1/2" NAILS SAW CUT (E) SLAB (E) SLAB co /�3" CLR TO REMAIN �J I :�3QyY (N) FOOTING RE: PLAN U o Z rn Q aS LL �a00 L U) CV O �MCC0 C a) Cl Co �U)No W U d _ c, (a 65 > .= L p - C UY�a L Z N U ++OCo� ��N� U N o r� O � o 0 W a 0 RECEIVED May 02 2024 O CITY OF EDMONDS DEVELOPMENT SERVICES w DEPARTMENT 0 z ca U w N O 00 6 ccli DD Q w m C) 0 Q 0 z Q U W U Cn Q 0 w D ? w Y N CD 0 0 c� cn M U o DO w o 0 o w cn o O 0- O O� Ct ICU � � N O U 00 CIO E] CO C' �CDW SCALE: 3/4" = 14" 17 SECTION S600 00 IBC 2018 TABLE 2304.10.1 CONNECTION FASTENING SCHEDULE FASTENING (a) LOCATION 4'- 0" ROOF (20)16d TOP PLATE 2x TOP PLATES 1. BLOCKING BETWEEN CEILING JOISTS,RAFTERS OR TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW (3) 8d COMMON (2 1/2" X 0.131"); OR (3) 3" X 0.131" NAILS EACH END, TOENAIL OVERLAP AT CORNER LOCKING WALLS BLOCKING BETWEEN RAFTERS OR (2) 8d COMMON (2 1/2" X 0.131") EACH END, TOENAIL TOGETHER TRUSSES NOT AT THE WALL TOP (2) 3" X 0.131" NAILS TO LATE SPLICE PLATE, TO RAFTER OR TRUSS (2) SDS1/4"DIA.x3" (2) SDS1/4"DIA.x3„ BLOCKING BETWEEN RAFTERS OR (2) 16d COMMON (3 1/2" X 0.162") EACH END NON BEARING WALL HEADERS: @ 24"OC @ 24"OC TRUSSES NOT AT THE WALL TOP (3) 3" X 0.131" NAILS PANEL BLOCKING (2) 2x6 MIN. EACH SIDE PLATE, TO RAFTER OR TRUSS AS REQUIRED BEARING WALL HEADERS: FLAT BLOCKING TO TRUSS AND WEB 16d COMMON (3 1/2" X 0.161") AT FACE NAIL (2) 2x8 @ 2x4 WALLS FILLER 6"OC... (3) 2x8 @ 2x6 WALLS UNLESS NOTED OTHERWISE m 2. CEILING JOISTS TO TOP PLATE (3) 8d COMMON (3 1/2" X 0.131 "); OR EACH JOIST, TOENAIL SECURE TOGETHER (3) 3" X 0.131" NAILS STUD @ 16"OC W/(2) 16d @ 4"OC 3. CEILING JOIST NOT ATTACHED TO (3) 16d COMMON (3 1/2" X 0.162"); OR FACE NAIL TYP. N.O. (1) TRIMMER STUD STUDS PARALLEL RAFTER, LAPS OVER (4) 3" X 0.131" NAILS AT NON BEARING WALLS TOP PLATE SPLICE NOTES: (2) 2x ` (3) 2x PARTITIONS (NO THRUST) (SEE (2) TRIMMER STUDS 1. SPLICE AND NAIL TOP PLATES SHAOWN AT ALL EXTERIOR, PLUMBING, PARTY AND REPLAN REPLAN SECTION 2308.7.3.1, TABLE 2308.7.3.1) AT OPENINGS 8'-0" AND GREATER AT BEARING WALLS SHEAR WALLS AT EACH FLOOR LEVEL AND AT ROOF. 4. CEILING JOIST ATTACHED TO PER TABLE 2308.7.3.1 FACE NAIL U.N.O.. 2. PROVIDE (2) LSTA 36 STRAP W/(26) 10d NAILS ONE EACH SIDE WHERE DRILLED 2x WALL STUD PARALLEL RAFTER (HEEL JOINT) (SEE HOLES 2-Ply 3-Ply SECTION 2308.7.3.1, TABLE 2308.7.3.1) FACE NAIL W/(2) 16d @ 4"OC i EXCEED THE FOLLOWING: 5. COLLAR TIE TO RAFTER (3) 10d COMMON (3" X 0.148"); OR FACE NAIL TYP. � 1" FOR 2x4 (4) 3" X 0.131" NAILS 3" FOR 2x6 WALL PLATES, CENTER ALL HOLES MIN. EDGE DISTANCE = 1 1/4". SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 6. RAFTER OR ROOF TRUSS TO TOP (3) 10d COMMON (3" X 0.148");OR TOENAIL SC _ - 1❑ TYPICAL INTERIOR HEADER 2❑ TYPICAL TOP PLATE SPLICE 3❑ TYPICAL 2 or 3 PLY RAFTER or JOIST ATTACHMENT ® TYPICAL TOP PLATE FRAMING DETAIL PLATE (SEE SECTION 2308.7.5, TABLE... (4) 3" X 0.131 " NAILS 7. ROOF RAFTERS TO RIDGE VALLEY OR (2) 16d COMMON (3 1/2" X 0.162");OR END NAIL HIP RAFTERS; OR ROOF RAFTER TO (3) 3" X 0.131" NAILS 1�. 2-INCH RIDGE BEAM � EXTERIOR BEARING SUPPORT WALL P.E.N. 8. STUD TO STUD 16d COMMON (3 1/2" X 0.162"); 24"OC FACE NAIL SHEATHING ROOF/FLOOR SHEATHING NOTES: (NOT AT BRACED WALL PANELS) 3" X 0.131" NAILS 16"OC FACE NAIL PER SHEARWALL PLAN 16d AT 8"OC �I 1. BOUNDARY NAILING (B.N.) AT ROOF/FLOOR PERIMETER, AT ALL CONTINUOUS PANEL EDGES. 9. STUD TO STUD AND ABUTTING STUDS 16d COMMON (3 1/2" X 0.162");OR 16"OC FACE NAIL EACH SIDE TYP. I I 2. EDGE NAILING (P.E.N.) AT ALL EDGES OF ALL PLYWOOD SHEETS AT SUPPORTS AND AT AT INTERSECTING WALL CORNERS 3" X 0.131" NAILS 12"OC FACE NAIL JOISTS INTERIOR SHEARWALLS. (AT BRACED WALL PANELS) REPLAN 10. BUILT-UP HEADER (2" TO 2" HEADER) 16d COMMON (3 1/2" X 0.162") 16"OC EACH EDGE, I � � I I � � I I � � I I � � I I ❑ � � I 3. INTERIOR FIELD NAILING (F.N.) 12"O.C. AT ALL BEARING SUPPORTS. FACE NAIL II � r II I 4. SEE PLANS FOR PLYWOOD THICKNESS AND NAILING SCHEDULE. 11. CONTINUOUS HEADER TO STUD (4) 8d COMMON (2 1/2" X 0.131") TOENAIL EXTERIOR WALL ,III 12. TOP PLATE TO TOP PLATE 16d COMMON (3 1/2" X 0.162") OR 16"OC FACE NAIL P.E.N. 5. LONG DIMESION OF PLYWOOD SHALL RUN PERPENDICULAR TO TRUSS SYSTEM FRAMING 3" X 0.131" NAILS 12"OC FACE NAIL I I - AND FLOOR FRAMING. (2) 16d AT 8"OC Lu oe 5 0 c a� a Q v 0 v (D a 0 E (D 0 E2 (D a c Q V O V N d 11 04 E le 00 PEN Of Of 7 11 NAILS U o Z Q aS LL L U) � 0 �M0LO0 RE: ARCH. F.O. FRAMING F.O. FRAMING (E) B.E.N. PROVIDE F.O. ARCH. FASCIA , ROOF SHEATHING ASSUMED (2) 2" DIAMETER HOLES AT EACH BLOCK FOR CROSS VENTING. (N) B.E.N. SIMPSON A35 FRAMING AN LE —ROOF SHEATHING RE: NOTES 06500 RE: 8/S9.0 FOR TYPICAL RE: ARCH. � EDGE NAILING RE: NOTES 06500 (E) 2x RIDGE TO REMAIN NEW 2x6 BLOCKING EACH SIDE FOR RAFTER BEARING RE: NOTES 06500/S1.0 (N) 2x RIDGE � PROVIDE (2) 2" DIAMETER HOLES AT EACH OUTLOOKER RE: PLAN W/(12) 8dx1 1/2" NAILS @ 24'OC LAYOUT AND FASTENING OF 2x8 STRUCTURAL FASCIA � PERIMETER E SHEATHING () (2)10d (0.148"DIA.x3") RAFTER TO BLOCK TYP. RAFTER BAY FOR CROSS VENTING. ROOF SHEATHING EDGE SHEATHING 12 W/(2) 16d @ EA. OUTLOOKER 2x8 BLOCKING TO REMAIN � (4)10d (0.148"DIA.x3") BLOCK TO 2x RIDGE TYP. (N) SHEATHING � (2) 16d TOENAIL � RAFTER NAILING 5-' ARCH. FASCIA BLOCKING AT 48"OC 12 12 RE: NOTES 06500/S1.0 RAFTER TO 2x RIDGE (2) SLOPED 2x RE: NOTES 06500 RE: ARCH. RE: ARCH. 5 � � 5 TOP PLATES � (2) 2x TOP (E) 2x8 RAFTERS XX % VERIFY (E) 2x8 RAFTERS 12 _ 12 W/VENT HOLES CENTER TYP. � AT 16"O.C. x AT 16"O.C. 5 a) 0 E c a Q 0 v 0 v U a> a 0 E a) c 0 a`> a c Q co V O V 01' () 'T 7 r CN t 5 1/2" U o Z Q 1 d � m U) ?2 L U O �C:)l C a) CN 9 O �U)No W U _ c (���a`) L p UY�a L Z N U ++ CD (0 U)CON� U N o r� O � o cc - 0 w a 0 RECEIVED May 02 2024 O CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lu 0 z ca U w N O 00 '6 N m ) w m 0 0 Q p z Q U w U W Q 0 w ? w Y N O o 0 0 4n cl cn 0 U o CO w o o o w l to 0 U O_ O V r� O Y)OO ct �I 00 � S901 CD LO LP CV CV O CV O M V o_ 0 Sri Lp CN CV O CV O Q V (N)(2) P.T. 2x10 RIM HANGER RE: NOTES (NOTCH FOR I I FLAT BEARING) GUARD ASSEMBLY BY OTHERS ALL NAILS AND HARDWARE ARE I I �r SUBMIT SHOP DRAWINGS AND HOT -DIPPED GALVANIZED it CALCULATIONS TO CT ENGINEERING OR STAINLESS STEEL TYP. JOIST FOR REVIEW DURING CONSTRUCTION. T� � STRINGERS &TREADS RE: PLAN � -- X RE: ARCHITECT FOR ALL NAILS AND HARDWARE ARE BASE CONNECTION DESIGN PROVIDED BEYOND RISE &RUN &TREADS HOT -DIPPED GALVANIZED BY CT ENG. DURING CONSTRUCTION. � I I ALIGN LANDING JOIST W/STRINGERS AS SHOWN P.T. 6x8 DB /DECKING TYP. OR STAINLESS STEEL TYP. HANGER W/HUC68 (HDG) EACH END x RE: NOTES i W/(14) 0.162"DIA. x 3 1/2" - 6x6 JOIST &BEAMS W/(8) 0.162"DIA. x 3 1/2" -BEAM P.T. 2x6 RE: PLAN (GALVANIZED) W/(2) 0.162"DIA. x 3 1/2" NAILS EACH JOIST x W/(1)A35 RE: ARCHITECT FOR RISE &RUN &TREADS T.O. LANDING � W/(12) 0.131"DIA. x 1 1/2" HDG NAILS AT EACH STRINGER /DECKING TYP. x J W 0.148"DIA.x3" HDG � REARS10 OSEMBLY � PBS44A (HDG) NAILS STRINGER W/(14) 0.162"DIA. x 3 1/2" x RE: PLAN GALVANIZED NAILS (N) P.T. 2x10 @ 12"OC P.T. 2x6 P.T. 2x12 STRINGER W/(3) THD50400H4SS SLOPE TYP. RE: PLAN W/(1)A35 - W/(12) 0.131"DIA. x 1 1/2" HDG NAILS 17 _\ I I CV (U o O o Q co 0 U cn o clA E 0 IY 0 0 c Q co V O V CV p4f 01 01 co 4 U o Z rn Q aS LL m 00 U L_U) �No �M0000 C a) CV L-(0 �U)No W U _ c (a 65 �.Z5 L p C UY�a L Z co U ++oCo� m�N� V N O r� O o 0 - w a 0 RECEIVED May 02 2024 Q CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lu 0 z o66 CC) II W � Q N o CV cc- DD M W m 0 0 Q 0 z Q Q w Q Cn 0 W (n w Y O in 0 0 4 � cn 0 U o DO w 000Lu to 0 c.0 D- O V 1 • r� V 1 O USN Mo�y� �