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APPROVED PLN ENG BLD-BLD2023-0126+Architectural_Plan+1.30.2023_11.09.57_AM+3340320APPROVED BY PLANNING Mar 27 2023 NEW RAIL PLATE, TOP APRON, PICKETS & BOTTOM RAIL (GAPS LESS O THAN 4") -ro DECKING j x 6 AZEK NEW P.T. 2x12 RIM JOISTS BOLTED RAILING POSTS I N I 2'-0» ATOP 4x10 P.T. BEAM 6d NAILS TOENAILED 12" DIA. SONOTUBE w/ SIMPSON PB44 INSET FOR BEAM 18"x18"x10" FOOTINGS WITH (2) #4 BARS EACH WAY DETAIL @ DECK BEAM & RAILING SCALE: 2" = 1'-0" ENGINEERING DIVISION APPROVED AS NOTED MY W44to.,mt 02/09/2023 VV NOTE: FRAMING AND DETAILS SHOWN ON ARCHITECTURAL SHEET Al SHALL BE SUPERCEEDED BY STRUCTURAL DRAWINGS BY CG ENGINEERING DATED 08/26/2022 City Of Edmonds Building Department ------------------------------------------------------ Work DECK Address 21718 85TH PL W Owner WONG Approved Date 2/16/2023 Building Official; Permit Number; BLD2023-0126 . The following documentation shall be available on ' site for the building inspector: : ❑ COE APPROVED ARCHITECTURAL PLAN SET ' ❑ COE APPROVED STRUCTURAL PLAN SET ; ❑X COE REVIEWED CALCULATION PACKET ❑ ENERGY CREDIT WORKSHEET ; ❑ SITE PLAN ; ❑ CIVIL PLAN ❑ 1 .❑ ; ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ; ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE ATTACH NEW JOISTS TO 2x12 P.T. LEDGER w/ SIMPSON LU28 (2) "LEDGERLOCKS" LAG BOLTS EVERY 16" O.C. STAGGERED ALONG NEW LEDGER NEW P.T. 2x12 DECK EXISTING FLOOR JOISTS ©16" O.C. JOISTS @16" O.C. DETAIL @ DECK LEDGER SCALE: 2" = 1'-0" t ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ I FASTENERS FOR PRESERVATIVE -TREATED .AND FIRE -RETARDANT -TREATED WOOD SHALL i IBE OF HOT -DIPPED ZINC -COATED GALVANIZED ■STEEL, STAINLESS STEEL, SILICON BRONZE OR ICOPPER. COATING WEIGHTS FOR ZINC -COATED ■ FASTENERS SHALL BE IN ACCORDANCE WITH ■ ttS .1.1 A153. IRC R317.3 PROPOSED DECK FRAMING SCALE: 4" = 1'-0" DECK SECTION @ BUMP —OUT DECK SECT ON @ STAIRS SCALE: 4" = 1'-0" k V SCALE: 4" = 1'-0" 1-01" 5'-2" I. 6'-0" 1. 5'-2" I. 22'-8" 1 DECK CONSTRUCTION TO CONSIST OF APPROVED ■WOODS OF NATURAL RESISTANCE TO DECAY OR i IBE TREATED WOOD AND LABELED ACCORDINGLY. . I RC R317.1 & R317.2 • PROPOSED SOUTH ELEVATION SCALE: 4" = 1'-0" IGUARDRAILS SHALL BE MIN. 36" IN HEIGHTI ■ WHERE THE ADJACENT SURFACE OR ■ IGRADE IS 30" OR MORE BELOW. RAILINGS ■SHALL BE SPACED TO NOT ALLOW THE ■ PASSAGE OF A 4" SPHERE. IRC R312.1 EXISTING SOUTH ELEVATION SCALE: 4" = 1'-0" t . _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ ■ _ IGUARDRAILS SHALL BE DESIGNED TO RESIST A .CONCENTRATED LOAD OF 200 POUNDS IN ANY DIRECTION AT THE TOP OF THE GUARDRAIL. ■ .INFILL COMPONENTS SHALL BE DESIGNED TO RESIST A HORIZONTAL LOAD OF 50 POUNDS ■ ■OVER A ONE SQUARE FOOT AREA. IRC R301.5. ! RECEIVED Jan 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NIHRTH W Q z 0 U ILI z C H I I I > L D LIJ LLJ �LIJ W W 3: (0 N �0 LJ O DLnc) �n W 00 z 3 �0_O �_ o o Q N LLJ U W 0 Z O 0 0 � L_LI � Q I H H V Q 4-1 LJ ) �D CL CF') 3 CD Z CD 0 Z z Q DATE 5/13/2020 SCALD 4 SHEET A I STRUCTURAL NOTES O C I (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 20 PSF DECK 10 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF DECK 60 PSF EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. SITE CLASS D (DEFAULT) SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.281 ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0.450 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 1.024 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.555 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR 00 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD SHEATHED SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.0 SEISMIC RESPONSE COEFFICIENT (CS) 0.158 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. SS BASE SHEAR (V), V = CSW = RIDI W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 97 MPH EXPOSURE B KZT 1.0 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS CONCRETE ADHESIVE ANCHORS X IF USED EXPANSION ANCHORS X IF USED NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. DEFERRED APPROVAL ITEMS SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. DEFERRED SUBMITTALS SHALL BE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. 1. HANDRAILS AND GUARDRAILS FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN ALLOWABLE SOIL PRESSURE: 1500 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) LATERAL EARTH PRESSURE: UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE RESTRAINED: 50 PCF + ANY APPLICABLE SURCHARGE PASSIVE: 300 PCF COEFFICIENT OF FRICTION: 0.35 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c* WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. *PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: fc = 3000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD 700 - LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. 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. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 12.1.4.2. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G 185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.5. GLUE -LAMINATED TIMBER GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE FOLLOWING MINIMUM STANDARDS: SPAN COMBINATION Fb SIMPLE SPAN BEAMS 24F-V4 2400 PSI CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3" POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES. 3. ROOF AND FLOOR FRAMING PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS. 4. DIAPHRAGM NAILING ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. 5. ALLOWABLE STUD AND PLATE PENETRATIONS CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. RECEIVED Jan 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUIL WAs� LCt' jt�25385 �IS'fEg' ONAL� 08126122 J Q F- H Z 0 m O (n LLI w N W Q 00 O Y Q DESIGN: BTJ DRAWN: ATD CHECK: CMJ JOB NO: 22242.10 DATE: 08/26/22 W (I) 0 0 N LLB 00 U J W Q 0 W � 0 0 00 T_ Z 0 0 EW N SHEET: Simi N LIJ 0 Z w a z J O C I FASTENERS FOR PRESERVATIVE -TREATED ■AND FIRE -RETARDANT -TREATED WOOD SHALL i IBE OF HOT -DIPPED ZINC -COATED GALVANIZED .STEEL, STAINLESS STEEL, SILICON BRONZE OR (COPPER. COATING WEIGHTS FOR ZINC -COATED ■ FASTENERS SHALL BE IN ACCORDANCE WITH ■ �ASTM A153. IRC R317.3 2'-0" x 4'-0" x 0'-10" DEEP FTG W/ (3) #4 @ 10" OC EA WAY, S mill (PRESERVATIVE -TREATED LUMBER REQUIRED WHERE FLOOR ■ JOISTS ARE CLOSER THAN 18" TO THE EXPOSED GROUND, ■WHERE FLOOR GIRDERS ARE CLOSER THAN 12" TO THE IEXPOSED GROUND, ALL WOOD ON CONCRETE OR MASONRY ■ ,IN DIRECT CONTACT WITH THE GROUND, EXTERIOR SIDING, SHEATHING AND FRAMING WITH A CLEARANCE LESS THAN 6" ■ TO THE GROUND OR 2" TO CONCRETE SURFACES, ANY WOOD ■ATTACHED DIRECTLY TO THE INTERIOR OF MASONRY OR `CONCRETE WALLS BELOW GRADE. ■ N a 1. FOUNDATION AND DECK FRAMING PLAN SCALE: 1/4" = V-0" FOUNDATION PLAN NOTES: 1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE. 2. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 2'-0" 0 2'-0" 4'-0" 9 i_n" 9 E�i_n" LOWER ROOF AND MAIN FLOOR FRAMING PLAN SCALE: 1/4" = V-0" TYPICAL FLOOR AND MAIN FLOOR FRAMING PLAN NOTES: 1. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. 3. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 4. REFER TO SHEE S5.3 FOR TYPICAL ROOF FRAMING DETAILS. 5. REFER TO DETAIL S6.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 DF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 8. SKYLIGHTS SHALL FIT WITHIN ROOF JOIST SPACING. 0 II II I o� EXIST JOISTS 2'-0" 0 2'-0" 4'-0" U RECEIVED Jan 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUIL 4�'of'WASjLCt' F� ° i jt�25385 �IS'fEg' �`SIONAL �� 08126122 N W � Q C)00 0 DESIGN: BTJ DRAWN: ATD CHECK: CMJ JOB NO: 22242.10 DATE: 08/26/22 U 0 W U J Z CL LLI 0 = LI cl:� 00 00 r N SHEET: i Z O:f O W a O 0 J Z D 0 O Z LL. Q S2ml w zz J 14= 0- ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 or FAX (425) 778-5536 �� GUjLl E� 25385 STEEL MOMENT ABBREVIATIONS AB ANCHOR BOLT SHEAR WALL SCHEDULE MIN FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE SILL PLATE ANCHOR SHEAR TYPE APA-RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITY SHEATHING EDGES (SEE NOTE 5) AT PANEL EDGES TOP PLATE RIM/BLKG FOUNDATION SILL PLATE SIZE (pLF) BELOW 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW6 ONE SIDE AND BLKG @ 6" OC @ 24" OC 6" OC @ 5'-0" OC 2x 242 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW4 ONE SIDE AND BLKG @ 4" OC @ 20" OC 4" OC @ 4'-0" OC 2x 350 15/32" (2) 2x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW3 ONE SIDE 2x FLAT BLKG @ 3" OC @ 15" OC 3" OC @ 3'-0" OC 2x 455 15/32" 3x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW2 ONE SIDE 2x FLAT BLKG @ 2" OC @ 12" OC 2.5" OC @ 2�-6" OC 2x 595 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB 2SW4 BOTH SIDES AND BLKG @ 4" OC @ 10" OC 2" OC @ 2'-0" OC 2x 706 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"� AB 2SW3 BOTH SIDES AND BLKG @ 3" OC @ 7.5" OC @ 1.5" OC @ 1'-6" OC 2x 910 15/32" 3x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"� AB 2SW2 BOTH SIDES AND BLKG @ 2" OC @ 6" OC @ 1.5" OC @ 1'-0" OC 2x 1190 NOTES: 1. REFER TO THE TYPICAL SHEAR WALL DETAIL. 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES &RIM/BLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 5. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"� @ 3.5" OC, 2SW4 = 0.131"� @ 2.5" OC, 2SW3 = (2) 0.131"� @ 1.5" OC. 6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE. 7. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM. 8. AT ALL 5/8"� SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN 1/2" OF SHEATHED EDGE. HOEDOWN SCHEDULE MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY (LB) SIZE (SEE NOTE 4) 1 CUSTOM 4x DF#2 (20) SDS 1/4" x 2 1/2" SCREWS - 5,700 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. INSTALL HOEDOWNS AT FOUNDATION WALLS PER DETAIL 2/54.1. 3. AT ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. O C I "All CORNER BARS x Q MAY BE SUBSTITUTED FOR !^11 llr �/rnT AS OTHERWISE NOTED OR SHOWN " TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS MATCH SHEA WALL ABOV (2) STAGGERED ROWS OF (1( 1/4" x 2 1/2" SDS SCREW PL1/4x4 LENGTH REQ' 4" fV l � T SECTION A -A SECTION SCALE: 1" = 1'-0" JC r rd SIZE AND REINF PER PLAN ISOLATED POST FOOTING SCALE: 1" = V-0" 1N POST BASE =D GRADE AN 4PB66Z #4 HORIZONTAL SQUARE SHAPED TIES @ 3" OC 11[y:»1q (8) #4 VERTICAL DOWELS W/ 90° HOOK SIZE AND REINF PER PLAN COLUMN FOOTING (LATERAL SCALE: 1" = 1'-0" #4 HORIZONTAL DIAMOND SHAPED TIES @ 3" OC (8) #4 VERTICAL DOWELS W/ 90' HOOK Piii PER PLAN 1'-4" SQ CONCRETE PLINTH ATTACH JOIST TO CONT LEDGER W/ SIMPSON WOOD STUD WALL PER PLAN LUS SERIES HANGERS 10 - a N WEB BLOCKING AT DTT2Z DECKING DECK JOIST PER PLAN EXIST JOIST SIMPSON DTT2Z TENSION TIE @ 8'-0" OC AND (1) @ 2x PT HF#2 LEDGER; ATTACH TO EA END OF DECK RIM W/ (3) SIMPSON 1/4" x 3" SDS SCREWS @ 16" OC EXIST CONC STEM WALL DECK CONNECTION TO HOUSE SCALE: 1" = V-0" RECEIVED Jan 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUIL 4� of w'4 It F� ° 25385 GIs cER 1 �`SIONAL �� 08126122 J Q z 0 m D_ N Q' ~ 0 LLI w N W N Q C 00 O Y (r Q DESIGN: BTJ DRAWN: ATD CHECK: CMJ JOB NO: 22242.10 DATE: 08/26/22 V / Q LIJ W ?� N 0 W 00 cU -1 a) Z w CL Q 0 w N Q �00Io 0 0 00 ZO Z 0 0 0 a N w L.L. lz SHEET: S4.1 O C I :Iwe\�]�:i»:Jt»e\► CRIPPLE STUDS PER PLAN; DO NOT CUT AWAY MATERIAL FROM CRIPPLE STUDS FULL -HEIGHT HOLDOWN CHORD AB W/ SIMPSON BP PL WASHER, TYP PT SILL PL PER SHEAR WALL SCHED CONCRETE FOOTING OR P/T SLAB STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED II II 11 II II II I II II I I•I I•I • I I I I I I I ��li II II 1•I I �I'i•i1 ii ii I I I I I I I I I I III I I• I I I I I I I I I I I I• I I I II II II I• I I 1 1.1 1 I I I I I I I IIII II II I.I II IIII I•I 1.1 I I I.I I• I I I I I I I' 1 I IIII II II I.I II IIII II II I• I II II.11 II II I I II I I I•I I•I I• I I I I I I I I I I I I IIII II II I.I II IIII II II I• I II 11.11 II II I I II I l i I I I I I •1 I.1 I I I•I I•I I• I• I I I I I I 11 1 I I I I I• I I I II II I• I II I I I I I I I I I I I •1 I.1 I•I I• 1 I I I I I I I I I• I I I II I• I II II I I•I I I A I.I II I' I II II _ z II II II NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOLDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN V-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = V-0" AB SIZE AND SPACING �, A PER PLAN AND SHEAR WALL SCHEDULE, TYP -----------------'-----'-- s--SL 101 101 101 1.1 11.1 II II II II III 11 11 11 II III 11 11 11 II II II II III II II II II III II II II 11 I 1 111 FRAMING AT ADJOINING I I PANEL EDGES PER SHEAR I I I I I I'I WALL SCHED •I II i1 YY 111 II II II 11 11•I II 11 11 II III II II II II 101 I•I I•I I• 11 II II II II _J L -- ;-- j,I. ;-- ;—i F•---•-- 101 1.1 1.1 II II II 11 II II II II II II II II II II II 101 I•I I•I II II II II II II II II II II II II II II II 101 I•I I•I II II II II II II ff II II II II II II II II II 101 I•I I•I II II II II II I II II II II II 11 11 11 11 1L_ _ —IL ______1 C RIM BOARD �\ OR BLOCKING I1 STRAP FLUSH SIDE OF BEAM TO TOP PLATE W/ SIMPSON CS20 STRAP W/ (12) 10d NAILS EA END JOIST DIRECTION PER PLAN NOTE: SUPPORTS AT SOLID z POSTS SIM. rn STUD WALL \—. C------D BEAM PER PLAN AND SCHEDULE SOLID OR MULTIPLE STUD COLUMN PER PLAN SECTION SCALE: 1" = V-0" PANEL EDGE NAILING PER SHEAR WALL SCHEDULE, TYP PANEL EDGE NAILING INTO HOLDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOLDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS HOLDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOLDOWN ANCHORAGE PANELEDGE NAILING PER SHEAR WALL SCHED CONTINUE HOLDOWN CHORD TO FOUNDATION CONCRETE STEM WALL CONCRETE FOOTING PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = V-0" TREAD/RISER PER ARCH USE 1 1/8" PLYWOOD TREADS UNO 2x12 BLOCKING AB PER STRUCTURAL NOTES OR PROVIDE HILTI X-DNI (0.145"0) @ 12" OC. EMBED MIN 2" INTO CONCRETE W/ STANDARD STEEL WASHER TREATED 2x SILL PLATE o X X X X X X X X X X— w ( °O O oo O N °00 °p o C°e�° C°e�° � °. w � 1 1 I I J SIZE & REINFORCING REINFORCING m MAXIMUM SLOPE PER PLAN AND SCHEDULE BEAM PROVIDE SIMPSON A35 WIDTH, ON UNDERSIDE OF BEAM MIN UNO TO COLUMN AND LTP4 FROM BEAM TO COLUMN A. TYPICAL STRINGER TO LOWER LANDING ON FLUSH SIDE I FASTENERS FOR PRESERVATIVE -TREATED .AND FIRE -RETARDANT -TREATED WOOD SHALL i I BE OF HOT -DIPPED ZINC -COATED GALVANIZED I !STEEL, STAINLESS STEEL, SILICON BRONZE OR ■ (COPPER. COATING WEIGHTS FOR ZINC -COATED I ■ FASTENERS SHALL BE IN ACCORDANCE WITH ■ �ASTM A153. IRC R317.3 TYPICAL STAIR SECTIONS SCALE: 1" = V-0" PRESERVATIVE -TREATED LUMBER REQUIRED WHERE FLOOR ISTS ARE CLOSER THAN 18" TO THE EXPOSED GROUND, I ■WHERE FLOOR GIRDERS ARE CLOSER THAN 12" TO THE (EXPOSED GROUND, ALL WOOD ON CONCRETE OR MASONRY ■ ■IN DIRECT CONTACT WITH THE GROUND, EXTERIOR SIDING, ISHEATHING AND FRAMING WITH A CLEARANCE LESS THAN 6" TO THE GROUND OR 2" TO CONCRETE SURFACES, ANY WOOD I ■ATTACHED DIRECTLY TO THE INTERIOR OF MASONRY OR `CONCRETE WALLS BELOW GRADE. ■ NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 OR 3) INTERMEDIATE FRAMING MEMBERS SHEATHING PANEL, TYP CONTINUOUS PANEL EDGES SUPPORTED PANEL EDGES 2x OR 3x BLOCKING ONLY IF `L DIAPHRAGM BOUNDARY (SHEAR WALL, BEAM, OR DRAG STRUT) TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN G SPAN) (6) 0.131"0 x 3" NAILS TYPICAL STUDS NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOLDOWNS: PROVIDE FULL HT HOLDOWN CHORDS PER HD SCHED OTHERWISE: (1) 2x FULL HT TYPICAL HEADER DETAIL SCALE: 1" = V-0" 2x12 NOTCHED STRINGER DO NOT OVERCUT NOTCHES FOR TREAD/RISER 2x6 SISTERED TO SIDE OF 2x12 W/ (2) ROWS OF 10d NAILS STAGGERED @ 6" OC AS SHOWN TYP DOUBLE TOP PLATE BEAM OR HEADER PER PLAN AND NOTES CRIPPLE STUDS PER PLAN AND COLUMN SCHEDULE OR STRUCTURAL NOTES ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP FOR 2x4 STUDS, PROVIDE SINGLE ROW OF NAILS STAGGERED EA SIDE WITH 1 1/2" EDGE DISTANCE. FOR 2x6 STUDS, PROVIDE (2) ROWS OF NAILS SPACED AT 2 1/2" W/ 1 1/2" EDGE DISTANCE 9" OC MAX SPACING BETWEEN 0.131"0 x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = V-0" (2) ROWS OF (8) 0.131"0 x 3" 2 1/4" END NAILS @ 3" OC EA SIDE OF DISTANCE, TYP SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC SPACING TOP CHORD SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TO INSTALL THE SPECIFIED 0.131"0 CHORD SPLICE NAILS, THE CONTRACTOR SHALL SPLICE INSTALL SIMPSON CS20 STRAPS EA SIDE OF WALL AT SPLICE. INSTALL EA STRAP W/ (12) 10d AT EA END. WHERE BOTH PLATES ARE CUT, INSTALL CS20 STRAPS AT EA PLATE AND EA SIDE OF THE WALL. L 6'-0" MIN BETWEEN SPLICES SPLICES TO OCCUR AT CENTER OF VERTICAL STUDS TOP CHORD SPLICE BOTTOM CHORD SPLICE TY��l���OP PLATE SPLICE DETAILS /nl ­1 nin 1S JG B. TYPICAL STRINGER TO UPPER LANDING GUARDRAILS SHALL BE MIN. 36" IN HEIGHT WHERE THE ADJACENT SURFACE OR GRADE IS I30" OR MORE BELOW. RAILINGS SHALL BE SPACED TO NOT ALLOW THE PASSAGE OF A 4" I SPHERE. IRC R312.1 JOIST PER 'LAN KING OC PRE-ENGINEERED HAND RAIL MEETING REQUIREMENTS OF IBC 1015 & 1607.8 DOUBLE RIM JOIST SECTION SCALE: 1/2" = V-0" PONCENTRATED UARDRAILS SHALL BE DESIGNED TO RESIST A LOAD OF 200 POUNDS IN ANY (DIRECTION AT THE TOP OF THE GUARDRAIL. ■ INFILL COMPONENTS SHALL BE DESIGNED TO I I RESIST A HORIZONTAL LOAD OF 50 POUNDS !OVER A ONE SQUARE FOOT AREA. IRC R301.5. ! SIMPSON DTT2Z TENSION TIE ALIGNED AT EACH SIDE OF GUARDRAIL POST W/ 1/2" DIAMETER LAG SCREW & 3" EMBED JOIST PER PLAN INVERTED SIMPSON HU HANGER, TYP RECEIVED Jan 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUIL 10- of WAs�, L�' Q , C 25385 IS fEg ti �`SIONAL �� (38126122 J Q H Z O tl U LLI w 0 d N W � Q � C) ---- 00 O Y Q DESIGN: BTJ DRAWN: ATD CHECK: CMJ JOB NO: 22242.10 DATE: 08/26/22 L.I..I (.fl O N W 00 U J 0) W Q 0 W � 0 0 00 Z O O N ED SHEET: 0 O Ow J U- S5.1 O C EXIST WOOD STUD WALL 2x6 HF BLKG SLOPED TO MATCH LOWER ROOF PROFILE LTP4 EA STUD EA END BLKG RAFTER DETAIL AT LOWER ROOF SCALE: 1" = V-0" t ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ I FASTENERS FOR PRESERVATIVE -TREATED ■AND FIRE -RETARDANT -TREATED WOOD SHALL i IBE OF HOT -DIPPED ZINC -COATED GALVANIZED .STEEL, STAINLESS STEEL, SILICON BRONZE OR ■ (COPPER. COATING WEIGHTS FOR ZINC -COATED ■ FASTENERS SHALL BE IN ACCORDANCE WITH ■ ttS .T.I A153. IRC R317.3 PRESERVATIVE -TREATED LUMBER REQUIRED WHERE FLOOR ■ ISTS ARE CLOSER THAN 18" TO THE EXPOSED GROUND, ■WHERE FLOOR GIRDERS ARE CLOSER THAN 12" TO THE IEXPOSED GROUND, ALL WOOD ON CONCRETE OR MASONRY ■ ,IN DIRECT CONTACT WITH THE GROUND, EXTERIOR SIDING, SHEATHING AND FRAMING WITH A CLEARANCE LESS THAN 6" ■ TO THE GROUND OR 2" TO CONCRETE SURFACES, ANY WOOD ■ATTACHED DIRECTLY TO THE INTERIOR OF MASONRY OR `CONCRETE WALLS BELOW GRADE. ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ r DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF 16d NAILS @ 6" OC ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES ROOF RAFTERS PER PLAN 2x4 BLKG W/ 16d NAILS @ 6" OC SIMPSON H2.5A TIE -'-- BEAM PER PLAN TYPICAL RAFTER SUPPORT DETAIL ROOF VENTILATION PER ARCH ROOF JOIST PER PLAN 10d NAILS @ 4" OC 2x HF BLOCKING EACH SIDE OF RIDGE BEAM EVERY OTHER JOIST SPACE ROOF SHEATHING PER PLAN AND NOTES KING POST OR COLUMN BEYOND W/ SIMPSON CCC/ECCQCOLUMN CAP SECTION AT ROOF RIDGE BEAM SCALE: 1" = V-0" \ v I SCALE: 1" = V-0" SECTION AT ROOF RIDGE BEAM SCALE: 3/4" = V-0" .� ,�..��. .�.. 9ll.J PIAIIC G. All ll/" RECEIVED Jan 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 N N 00 O 1 GUIL WASH LCt' 25385 IS'fEg' ONAL� 08126122 III DESIGN: BTJ III III CHECK: CMJ III JOB NO: 22242.10 DATE: 08/26/22 U w ?� N 0 w 00 Z U J 0) CL Q w w 000 N � o 0 00 O L L_ 0 0 0 0 a N W Of 1z SHEET: S6ml