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APPROVED BLD - BLD2020-0124 Structural Plans3 z J N z 0 U ry LIJ J w m 0 z 0 LL 0 r Y z a E 0 0 0 N 0 N N N LO w LL! Q 0 0 J a 3 v 0 z 0 Q) C Q) 0 N U) a) L C �3 0 i C .L N C LJ 0 U U) Ln i U) T 0 3 ry i Q) 0 N 0 0 0 0 N U 0 n 0 N 0 N I i U) U 0 a x _j J LL 0 Q U TABLE 2304.9.1 - FASTENING SCHEDULE Connection Fastening Location 1. Joist to sill or girder 3-8d common toenail 2. Bridging to joist 2-8d common toenail ea end 3. 1" x 6" subfloor or less to ea joist 2-8d common face nail 4. Wider than 1" x 6" subfoor to ea joist 3-8d common face nail 5. 2" subfloor to joist or girder 2-16d common blind and face nail 6. Sole plate to joist or blocking 16d common @ 16" o.c. typical face nail Sole plate to joist or blocking at braced wall panels 3-16d common per 16" braced wall panels 7. Top plate to stud 2-16d common end nail 8. Stud to sole plate 4-8d common toenail or 2-16d common end nail 9. Double studs 16d common © 24" o.c. face nail 10. Double top plates 16d common © 16" o.c. typical face nail 8-16d common lop splice 11. Blocking between joists or rafters to top plate 3-8d common toenail 12. Rim joist to top plate 8d common @ 6" a.c. toenail 13. Top plates, laps and intersections 2-16d common face nail 14. Continuous header, two pieces 16d common ® 16" o.c. alonq edge 15. Ceiling joists to plate 3-8d common toenail 16. Continuous header to stud 4-8d common toenail 17. Ceiling joists, laps overpartitions(g) 3-16d common min face nail 18. Ceiling joists to parallel rafters 3-16d common min face nail 19. Rafter to late 3-8d common toe nail 20. 1" diagonal brace to each stud and plate 2-8d common face nail 21. 1" x 8" sheathing to each bearing wall 2-8d common face nail 22. Wider than 1" x 8" sheathing to each bearing 3-8d common face nail 23. Built-up corner studs 16d common 24" o.c. 20d common © 32" o.c. face nail top & bottom staggered on opposite sides 24. Built-up girder beams 2-20d common face nail at ends and at each splice 25. 2" planks 16d common at each bearing 26. Collar tie to rafter 3-10d common face nail 27. Jack rafter to hip 3-10d common toe nail 2-16d common face nail 28. Roof rafter to 2-by ridge beam 2-16d common toe nail 2-16d common face nail 29. Joist to band joist 3-16d common face nail 30. Ledger strip 3-16d common face nail 31. Wood structural panels and particle board:(a) Subfloor, roof and wall sheathing (to framing): 1 /2" and less 6d common(b), (f) 19/32" to 3/4" 8d common or 6d(c) 7/8" to 1 " 8d(b) Single floor (combo subfloor-underlament to framing): 1 1 /8" to 1 1 /4" 10d common or 8d(c) 3/4" and less 6d(c) 7 8" to 1" 8d(c) 32. Panel siding (to framing) 1 /2" and less 6d(d) 5 8" 8d(d) 33. Fiberboard sheathing(e) 1 /2" 6d common 25 32" 8d common a. Nails spaced at 6" o.c. at edges, 12" o.c. at intermediate supports except 6" o.c. at supports where spans are 48 inches or more. b. Common or deformed shank c. Deformed shank d. Corrosion resistant siding or casing nail. e. Fasteners spaced 3" o.c. at exterior edges and 6" o.c. at intermediate supports f. For roof sheathing applications, 8d nails are the minimum required for wood structural panels. g. See section 2308.10.4.1, Table 2308.10.4.1 of the International Building Code. y Cit Of Edmonds Building Department Work Tages Sebhatu Renovation Address 7520 Ridge Way Owner Tages Sebhatu Approved Date 8/18/2020 Building Official 411114J&10001�16( Permit Number BLD 2020-0124 Approved ByzFirre DFM17 09/10/20 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN 9 9 9 RESIDENTIAL S T R U CTURAL NOTES GENERAL NOTES: THE BUILDER IS RESPONSIBLE FOR USING SAFE WORK PRACTICES AND CONFORMING TO ALL SAFETY ORDINANCES. THE BUILDER IS TO VERIFY ALL DIMENSIONS PRIOR TO STARTING WORK. ANY CHANGES TO STRUCTURE MUST BE REVIEWED AND APPROVED BY BEYLER CONSULTING, LLC. ALL METHODS, MATERIALS, AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE INTERNATIONAL RESIDENTIAL CODE (IRC) 2015 EDITION AND THE 2015 INTERNATIONAL BUILDING CODE (IBC). DESIGN LOADS: ROOF LOAD: SNOW (ROOF) 25 PSF, DEAD 15 PSF RAFTER, 12PSF CEILING FLOOR LOADS: LIVE 40 PSF, DEAD 15 PSF WIND SPEED: 110 MPH, RISK CATEGORY II, EXPOSURE "B", Kzt=1.0 SEISMIC DESIGN CATEGORY "D", SDS=.864, Sd1=.0.508 IE=1.0, SITE CLASS "D" ASSUMED, R=6.5 LIGHT FRAMED SHEARWALLS. R=1.5 CANTILEVERED COLUMNS FOR DECK SUPPORT. SOILS: SOIL BEARING OF 1500 PSF IS ASSUMED PER 2015 IBC TABLE 1806.3. IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY THAT THE SITE SOILS PROVIDE THIS MINIMUM BEARING CAPACITY. 35PCF ACTIVE, 30OPCF PASSIVE, 7H EQ, FRICTION COEFFICIENT 0.35. FOUNDATIONS: EXTERIOR FOOTINGS TO BE A MINIMUM 18" BELOW FINISHED GRADE BEARING ON NATIVE UNDISTURBED SOIL. BACK FILL WITH DRY SOILS. BACKFILL NEXT TO A RETAINING WALL A MINIMUM OF 24" WITH A GRAVEL OR WELL DRAINING SOIL. SOILS UNDER FOOTINGS AND SLABS TO BE 95% COMPACTED TO A MODIFIED PROCTOR DENSITY (ASTM D1557). ALL CONSTRUCTION ON FILL SOIL SHALL BE REVIEWED BY A REGISTERED GEOTECHNICAL ENGINEER. ALL REINFORCING STEEL TO BE GRADE 60 PER ASTM A-615. LAP ALL SPLICES A MINIMUM OF 32 BAR DIAMETERS OR 18". LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS WITH CORNER BARS. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: COVER CONDITION 3" CONCRETE DEPOSITED AGAINST EARTH 2" CONCRETE DEPOSITED AGAINST FORMS BUT EXPOSED TO EARTH 1-1/2" MAIN REINFORCING IN BEAMS 1-1/2" TO TIES IN COLUMNS, & TIED REBAR IN WALLS 1-1/2" FOR BARS IN SLABS ON GROUND 1-1/2" FOR BARS IN SLABS ON FORMS CONCRETE: ALL CONCRETE MATERIALS AND PLACEMENT SHALL CONFORM TO THE IBC 2015 SECTION 1901. MINIMUM COMPRESSIVE STRENGTH SHALL BE 3000 PSI* AT 28 DAYS WITH A MINIMUM WATER/CEMENT RATIO OF 0.50. ALL CONCRETE SHALL BE AIR ENTRAINED 5;1%. MAX AGGREGATE SIZE 7/8". *SPECIAL INSPECTION NOT REQUIRED. 3000 PSI COMPRESSIVE STRENGTH IS SPECIFIED FOR WEATHERING PROTECTION. METALS - WELDING: ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE", D1.3 "STRUCTURAL WELDING CODE - SHEET STEEL,"AND D1.4 "STRUCTURAL WELDING CODE - REINFORCING STEEL." ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON STATE ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS. FOR ALL MOMENT FRAMES WELDERS SHALL HAVE ADDITIONAL CERTIFICATION SHOWING QUALIFIED IN ACCORDANCE WITH AWS D1.8, SECTION 5, WELDER QUALIFICATION, THE SUPPLEMENTAL WELDER QUALIFICATION FOR RESTRICTED ACCESS WELDING. STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW AWS A2.4 SYMBOLS. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON THICKNESS OF MEMBERS JOINED TOGETHER. ADDITIONAL FIELD WELDING MAY BE REQUIRED FROM THAT SHOWN ON THE DETAILS, DEPENDING ON THE JOINT CONFIGURATION, SPLICE LOCATIONS, ERECTION SEQUENCES, ETC. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL FIELD WELDS AND SUBMIT THEM FOR REVIEW. FIELD WELDING SHOULD BE MINIMIZED WHEREVER POSSIBLE. THE MINIMUM WELD SIZE USED SHALL BE 3i6". ALL WELDS SHALL BE MADE USING LOW -HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH = 70 KSI. LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN FOUR HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS OR SHALL BE REQUIRED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REQUIRED NO MORE THAN ONE TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. ALL COMPLETE -PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE CONNECTION EXCEPT PLATE LESS THAN OR EQUAL TO 1/4"THICK SHALL BE MAGNETIC PARTICLE TESTED. REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS; ROOT FACE DIMENSIONS; GROVE ANGLES; BACKING BARS; COPES; SURFACE ROUGHNESS VALUES; AND TAPERS OF UNEQUAL PARTS. NO WELDING OF REINFORCING STEEL SHALL BE ALLOWED EXCEPT WHERE SHOWN ON THE DRAWINGS. WELDING MATERIAL IN MOMENT FRAMES SHALL BE OF TOUGHNESS TO MEET CHARPY V-NOTCH (CVN) OF 20 FT -LB AT 0 DEGREES FAHRENHEIT. STRUCTURAL STEEL, ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE AISC "MANUAL OF STEEL CONSTRUCTION." STEEL SHALL CONFORM TO THE FOLLOWING, UNO: ALL STEEL, UNO ASTM A36 ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES ARE PER DRAWINGS. STEEL BEAMS/COLUMNS ARE EQUALLY SPACED BETWEEN DIMENSIONAL POINTS. MINIMUM CONNECTIONS SHALL BE A TWO -BOLT CONNECTION USING 1/2-INCH DIAMETER A307 BOLTS IN SINGLE SHEAR. OPTIONAL TO USE F1554 BOLTS WITH PRIOR APPROVAL OF ENGINEER OF RECORD. ALL ASTM A307 BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE, UNO. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO: ERECTION ANGLES; LIFT HOLES, AND OTHER AIDS. METAL PROTECTION - ALL MISCELLANEOUS STEEL AND HARDWARE EXPOSED TO VIEW OR IN UNHEATED PORTION OF BUILDING SHALL BE GALVANIZED PER ASTM A-123 WITH 1.25 OZ. OF ZINC SPELTER PER SQUARE FOOT OF SURFACE AREA. ALL OTHER STEEL SURFACES TO BE SHOP PAINTED AFTER FABRICATION. FLOORING AND ROOFING: PLYWOOD SUB FLOORING SHALL BE T&G CDX OR OSB (GLUED AND NAILED). NAILING SHALL BE 0.148" DIA OR 10d COMMON O 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 48/24. STAGGER END LAPS. ROOF SHEATHING SHALL BE 1/2" CDX OR 7/16" OSB NAILED W/ 0.131" DIA OR 8d COMMON @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 24/16. STAGGER END LAPS. TYPICAL BUILT UP COLUMN: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS WHICH ARE SPIKE LAMINATED TOGETHER WITH (2) ROWS 10d NAILING AT 8" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS WHICH ARE SPIKE LAMINATED TOGETHER WITH (2) ROWS 10d NAILING AT 8" ON CENTER STAGGERED. TYPICAL WALL NOTES: STUD FRAMING SHALL BE HEM -FIR U.N.O. ANCHOR BOLTS SHALL BE 1 /2" 0 AND NO MORE THAN 48" APART EMBEDDED AT LEAST 7". THERE SHALL BE A MINIMUM OF 2 BOLTS PER PIECE (SILL PLATE), WITH 1 BOLT LOCATED WITHIN 12" OF EACH END OF EACH PIECE. ANCHOR BOLT WASHERS SHALL BE YxYx1/4" SQUARE AND TIGHTENED TO THE PLATE. HOLDOWNS AND FASTENERS SHALL BE SIMPSON U.N.O. INSTALL PER MANUFACTURER'S INSTRUCTIONS. ALL BEARING WALLS OVER 10' HIGH SHALL BE LATERALLY BRACED AT 4' O.C. POST -BEAM CONNECTIONS: POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. ANCHORAGE OF WALLS AND COLUMNS TO FOUNDATIONS SHALL BE PROVIDED IN ACCORDANCE WITH PLANS AND SHEAR WALL SCHEDULE. ALL LUMBER TO BE AS FOLLOWS: 2x & 4x BEAMS HF #2 OR BETTER U.N.O. 6x POSTS HF #1 OR BETTER U.N.O. PROTECTION AGAINST DECAY AND TERMITES: IBC 2304.11, WOOD USED ABOVE GROUND SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA U1 FOR THE FOLLOWING CONDITIONS: 1. JOISTS, GIRDERS AND SUBFLOORS THAT ARE CLOSER THAN 18" TO EXPOSED GROUND IN CRAWL SPACES OR EXCAVATED AREAS LOCATED WITHIN THE PERIMETER OF THE BUILDING FOUNDATION. 2. WOOD FRAMING INCLUDING SHEATHING THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8 INCHES FROM EXPOSED EARTH. 3. SLEEPERS, SILLS, LEDGERS, POSTS AND COLUMNS IN DIRECT CONTACT WITH CONCRETE OR MASONRY. ALL FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED, FOR USE CATEGORY UC4A PER AWPA U1-07, IN THE FIELD USING A 9.08% COPPER NAPHTHENATE (CUN) SOLUTION SUCH AS "END CUT SOLUTION" (CUNAPSOL-1) IN ACCORDANCE WITH THE PRODUCT MANUFACTURES DIRECTIONS. .P.T. WOOD CONNECTORS: ALL METAL CONNECTORS COMING IN CONTACT WITH P.T. (PRESERVATIVE TREATED) WOOD SHALL BE SIMPSON "Z-MAX" OR KC METALS "G-MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION RESISTANCE. ALL ANCHOR BOLTS EMBEDDED IN CONCRETE OR MASONRY SHALL BE A307 UNO. EXPANSION BOLTS INTO CONCRETE NOT OTHERWISE SPECIFIED SHALL BE SIMPSON STRONG -BOLT WEDGE ANCHOR. INSTALL IN ACCORDANCE WITH ICC ESR-1771, INCLUDING MINIMUM EMBEDMENT DEPTH REQUIREMENTS. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH SIMPSON SET-XP EPDXY. INSTALL IN ACCORDANCE WITH ICC ESR-2508. RAU- CONNECTION DESIGNED ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNY WEIGHT DIAMETER (INCHES) LENGTH (INCHES) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 OPTIONAL EQUIVALENT PNEUMATICALLY DRIVEN NAILS (P-NAILS) AS INDICATED BELOW. P-NAILS SHALL BE INSTALLED PER THE MANUFACTURERS GUIDELINES. COMMON WIRE NAIL PNEUMATIC NAIL MINIMUM NAIL LENGTH in NAIL APPLICATION 16d COMMON 0.162" P-NAIL 3-1/2 FRAMING 12d COMMON 0.148" P-NAIL 3-1/4 FRAMING N/A 0.131" P-NAIL 3 FRAMING 10d COMMON 1 0.148" P-NAIL 2-1/2 FRAMING 8d COMMON 0.131" P-NAIL 2-1/2 FRAMING IMPORTANT: CONTRACTOR SHALL VERIFY ALL POINT LOADS AND ALL POINT LOADS SHALL HAVE SOLID BEARING TO FOUNDATION. NOTES ANY CHANGES TO FOUNDATION AND STRUCTURE FROM ARCHITECTURAL OR STRUCTURAL PLANS AND NOTIFY ALL AFFECTED PARTIES. PLAN VERACITY: WHILE EVERY ATTEMPT HAS BEEN MADE TO INSURE THE ACCURACY OF THESE ENGINEERING DOCUMENTS, SITE CONDITION, PRODUCT AVAILABILITY, ETC. WILL AFFECT THE EXECUTION OF THIS ENGINEERING. ALL INFORMATION MUST BE VERIFIED PRIOR TO CONSTRUCTION. ANY CHANGES TO THE PLAN MUST HAVE THE WRITTEN APPROVAL OF BEYLER CONSULTING LLC. ENGINEERING DOCUMENT LICENSE: 1. GRANT OF LICENSE: IN CONSIDERATION OF PAYMENT OF THE BUILDING FEE, BEYLER CONSULTING LLC, GRANTS YOU, THE LICENSEE, A NONEXCLUSIVE RIGHT OF USE FOR THE PURPOSE OF CONSTRUCTING ONE STRUCTURE FROM THIS ENGINEERING. SUBSEQUENT USES ARE PERMITTED WHEN ACCOMPANIED BY AN ORIGINALLY STAMPED "SITE SPECIFIC RE -USE LETTER" FOR EACH ADDITIONAL SITE. 2. OWNERSHIP OF ENGINEERING DRAWINGS AND CALCULATIONS: BEYLER CONSULTING LLC, RETAINS THE TITLE 17 USC RIGHTS AND OWNERSHIP OF THESE ENGINEERING DOCUMENTS AND ALL SUBSEQUENT COPIES OF THE ENGINEERING. THIS IS NOT A SALE OF THE ORIGINAL ENGINEERING. 3. COPY AND TRANSFER RESTRICTIONS: THESE TECHNICAL DRAWINGS AND CALCULATIONS ARE COPYRIGHTED. UNAUTHORIZED COPYING OF THIS ENGINEERING IS STRICTLY FORBIDDEN. THE ENGINEERING IS LICENSED TO YOU ONLY, AND MAY NOT BE TRANSFERRED TO ANYONE ELSE WITHOUT THE PRIOR WRITTEN CONSENT OF BEYLER CONSULTING, LLC. RESUB Aug 04 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1 ABBREVIATIONS AB. ANCHOR BOLT I.D. INSIDE DIAMETER AGGR. AGGREGATE INSUL. INSULATION ALT. ALTERNATE INT. INTERIOR APPROX. APPROXIMATE JNT. JOINT ARCH. ARCHITECTURAL JST. JOIST BD. BOARD LFA LOAD FROM ABOVE BLDG. BUILDING BILK. BLOCK MAX. MAXIMUM BLK'G. BLOCKING MFR. MANUFACTURER MIN. MINIMUM BM. BEAM MISC. MISCELLANEOUS BOT. BOTTOM M.O. MASONRY OPENING BTWN. BETWEEN MTL. METAL C.J. CONTROL JT. NO. NUMBER CLR. CLEAR N.T.S. NOT TO SCALE C.M.U. CONCRETE MASONRY UNIT O.C. ON CENTER COL. COLUMN O.D. OUTSIDE DIAMETER CONC. CONCRETE OH. OVERHEAD CONN. CONNECTION OPG. OPENING CONSTR. CONSTRUCTION OPP. OPPOSITE CONT. CONTINUOUS PCT. PRE -CAST P L PROPERTY LINE DEG. DEGREE PLYWD. PLYWOOD DET./DTL. DETAIL DIAG. DIAGONAL R.D. ROOF DRAIN DIA. 0 DIAMETER RE: REFER TO ... DN. DOWN REINF. REINFORCED DWG. DRAWING REQ'D. REQUIRED RM ROOM R.O. ROUGH OPENING (E) EXISTING EA. EACH SCHED. SCHEDULE E.J. EXPANSION JOINT SECT. SECTION E.I.F.S. EXTERIOR INSULATION & FINISH S.F. SQUARE FOOT SYSTEM SHT. SHEET SIM. SIMILAR EL. ELEV. ELEVATION SPEC. SPECIFICATION EQUIP. EQUIPMENT SQ. OR SQUARE E. W. EACH WAY S.S. STAINLESS STEEL EXP. EXPANSION STAGG. STAGGERED EXT. EXTERIOR STD. STANDARD STIFF. STIFFENER STL. STEEL F.D. FLOOR DRAIN STRUC. STRUCTURAL FDN. FOUNDATION F.F. FINISH FLOOR TR. TREAD FIN. FINISH T & B TOP & BOTTOM FLR. FLOOR T & G TONGUE & GROOVE FND. FOUNDATION THK. THICK F.O.B. FACE OF BRICK T/ TOP OF F.O.C. FACE OF CONCRETE TYP. TYPICAL F.S. FULL SIZE U.N.O. UNLESS NOTED OTHERWISE FT. FOOT OR FEET FTG. FOOTING VER VERIFY FURR. FURRING VERT. VERTICAL GA. GAUGE W/ WITH GALV. GALVANIZED W/0 WITHOUT GR. GRADE GYP. GYPSUM � CENTERLINE R PLATE GYP. BD. GYPSUM BOARD HT. HEIGHT HVAC HEATING, VENTILATION & AIR CONDITIONING SYMBOL LEGEND X BUILDING SECTION # DETAIL A# REFERENCE SD-# REFERENCE - nrrnu u rr SHEET INDEX SHEET SHEET CONTENTS REVISION* S1.0 GENERAL NOTES 5/22/2002 S1.1 TYPICAL DETAILS 5/22/2002 S2.0 FOUNDATION PLAN 5/22/2002 S2.1 SECOND FLOOR FRAMING PLAN 5/22/2002 S2.2 ROOF FRAMING PLAN TOTAL NUMBER OF SHEETS 5 * LATEST INDIVIDUAL SHEET REVISION ISSUED L! CD 04 U0 Ew W in U ^I L L °'E 0 00 o M 0) � c�n<0 C 0 �:T 0U) ro -0 N � 0 300.. s W 3 0 c Q�_�eO J U-)_ja -0 (D Wz �, d -w fd [D a zx w rd W >� to a z W o- Z� Q E-J J m ` r3J zQ LU W0 � W - z zz w U wU w �a Gz Cd .6 o r-1 a �� a U O o o 4 W N o� In O In ko O 00 tm C1 LUo J V] a Ln _ m O W 0 o W z LLJ U W CQ Q Z O ti m O z cr, � 4m oz JOB NUMBER: 20.00012 SHEET 1 OF 5 S1.0 3 0 U 0 z 0 L Q) Q) c� (n Q) 0 a rn .3 O L �L Q) () w U 7 L0 / > 0 O Q) ry i L Q) 0 0 O 0 0 N / U U A 0 n O N O N I / U .2 0 / X w J_ L� Q U TOP RAIL PER ARCH 3is PL Y4"x1Y2"x6" W/ (2) #10x1Y2" WOOD 3is >—<TYP SCREWS ® 4 GAGE o = PL 3/"xY"x%" WELDED � PL Y8"x1Y2"x6" W/ o SPACER, TYP a (2)Y4"O THRU BOLTS (2) PL Yzx2 ® WELDER TO BE WABO CERTIFIED. r 4'-0"O.C. > WELDING MAY OCCUR OFFSITE AND CABLE SYSTEM PER x POST AND TENSION TIES INSTALLED ARCH. VFY HOLE 0 � IN FIELD. o PT BEAM PER PLANS 0 DECKING PER ARCH 3 1 lg TYP jl­ DTT2Z 32" @ TOP TRHU BOLT TYPICAL GUARDRAIL ATTACHMENT PANEL EDGE NAILING — STAGGER @ DBL STUDS HOLDOWN STUDS - WHERE SHOWN ON PLAN PWD/OSB PER S.W. TABLE TYP TYPICAL EXTERIOR CORNER AT END OF SH EAR WALL DECKING PER ARCH DECK JOIST HGR PER PLANS DECK JOISTS PER PLAN POST PER PLAN 2" CLR 3" BEAM PER PLAN AC4 ES OF INTERMEDIATE POST - ABU44 OR CB44 COLUMN BASE W/ EXPANSION ANCHOR a a i w a a� 2" CLR 0 w U Cn • • a w REINF PER SCHEDULE PER SCHEDULE 132 TYPICAL EXTERIOR DECK TO FTG DETAIL DECKING PER ARCH DECK JOIST HGR PER PLANS DECK JOISTS PER PLAN BEAM PER PLAN BC46 POST CAP FRAME CMU WALL TO ALLOW FOR POLE FOOTING POST, STEP 6x PT POST PER PAN WALL BACK AT POT TYP I C 1 #4 HORIZONTAL BAR TO BE U SHAPED. MIN CMU RETAINING 2'-0" LAP TO WALL PER RET WALL ES 0 10/S1.1 BUMPOUT AL EXTERIOR DECK TO FTG DETAIL EDGE NAIL SHEATHING TO H( CHORDS AND TO TOP PLATE`. SOLID BLKG AT ALL UNSUPPI EDGES RIM JOIST WHERE CRAWL SP) AT S.O.G. EDGE NAILING ATT, DIRECTLY TO P.T. SILL PLATE P.T. SILL PLATE, ANCHOR BC PER S.W. SCHEDULE. STEM WALL OR CONTINUOUS FOOTING - REFER TO PLAN TYPICAL STUD AND SHEAR WALL (2)#4 TOP ® BOT ce #4 BARS ® 32"oc CD ALT VERTS (2) #4 CONT \ O //1. C 1 d ao v /A 2'-0" 10 TYPICAL MASONRY RET WALL DECKING PER ARCH CK JOISTS PER AN DTT2Z EA END OF JOISTS AT POST, SHIM W/ 2x AS NEEDED TO ADJUST LAG LOC OUTSIDE JOIST HANGER, SEE 14/S1.1 2x CONT LEDGER ATTACH W/ (2) ROWS OF #10x3" SCREWS @ 16"O.C. 1 - (E) WOOD STUD WALL (E) JOISTS PER PLAN I !Y"Ox5" LAG SCREW. PRE DRILL HOLD BEFORE LAG BOLD INSTALLATION. g) TYPICAL DECK CONNECTION 2x6 STUDS 2x SILL 5/"Ox5" LAG SCREW. PRE DRILL PTB HOLD BEFORE LAG BOLD INSTALLATION. EN, TYP INV HU210 HGR TO RIM (E) FLOOR SHEATHING DECKING PER ARCH CONT RIM DECK JOISTS BOARD PER PLAN LTP4 OR A35 =4 K/ z . @ 48"oc DTT2Z EA END OF J JOISTS AT POST, SHIM SISTER 2x10's TO A35 EA JOIST W/ 2x AS NEEDED TO (E) JOISTS AS ADJUST LAG LOC NOTED ON PLANS OUTSIDE JOIST PROVIDE BLKG HANGER, SEE 14/S1.1 BTWN JOISTS 2x CONT LEDGER ATTACH W/ (2) ROWS OF #10x3" SCREWS © 16"O.C. (E) STUD WALL TO REMAIN VERIFY HEADERS AS NOTED 1 _'A ON PLANS g i)FLOOR FRAMING AT BUMPOUT DBLE TOP PLATE - (E) STUD WALL PER PLAN (2) #4 BARS CONTINUOUS DOUBLE TOP PLATE HEADER STUDS AT 16" O.C. U.N.O. MIN (1)-2x- BEARING STUD & (1)-2x- FULL HT STUD (UNO) NOTES: 1. MAINTAIN 3/8" MIN EDGE DISTANCE FROM PLYWOOD SHEATHING TO NAILS 2. EDGE NAILING TO BE APPLIED TO ALL PANEL EDGES 3. PLACE FACE GRAIN OF PLYWOOD HORIZONTAL 4. FOR NON -SHEAR CHORD WALLS, USE SINGLE KING STUDS. LSTA24 STRAP REMOVE DOUBLE TOP PLATE TO INSTALL DROPPED BEAM PER PLANS POST PER PLAN BEAM TO WALL CONNECTION p2'-0t, #4x ®18" O.C. 1YCLRilk I (1) #4 EXPOSY COATED BAR AT EA NOSE �F 4" M I N #4 @ 18" O.C. EW 6» I AND CONCRETE CAST AGAINST EA TYPICAL CONCRETE STAIR DETAIL 1-1/2" (18) 0.148"00" NAILS PER SPLICE 1-1/2" BLOCKING REQ'D AT UNSUPPORTED PANEL EDGES ONLY WHERE CALLED OUT ON PLAN PANEL EDGE BOUNDARY NAILING RIM JOIST/BLOCKING INTERMEDIATE FRAMING (FIELD) MEMBER NAILIN( Y4" T&G SHEA FLOORS, %s PANEL EDGE NAILING (STAGGER NAILING @ PANEL EDGES) ROOF TRUSSES/JOISTS PER PLAN THING OSB ROOFS . . . . . . . . . . . . . . . . . . . . . . . . . . . . NOTES: 1) PROVIDE APA APPROVED GLUE, NAIL ALL PLYWOOD TO JOISTS PER GENERAL NOTES ON S1.0 2) WHERE BLOCKED DIAPHRAGM IS REQUIRED, PROVIDE TIMBER BLKG 2x4 FLAT (MIN) BELOW SHEATHING UNSUPPORTED EDGES W/ EDGE NAILING OR PROVIDE 3" x 27mil (22GA) x CONT STEEL STRAP W/ #8 SCREWS ® 6" O.C. TO EA UNSUPPORTED PANEL EDGE PER DETAIL 7/S1.3. 3) STAGGER PANELS TO OFFSET JOINTS AS SHOWN TYPICAL HORIZONTAL SHEATHING DIAPHRAGM LAYOUT INFILL W/ 2x6 CEILING JOISTS ® 16"O.C. ROOF SHEATHING PER GENERAL NOTES EN, TYP LTP4 OR A35 @ 16"O.C. H2.5A EA CEILING JOIST AND RAFTER TYPICAL FRAMING AT BUMP OUT (E) RAFTER TO REMAIN SPLICE ON 2x OUTRIGGER AT BUMP OUT PER PLANS DBL TOP PL 2x6 STUD WALL 1Y2 CLR T&B I H2.5A EA CEILING JOISTS © RAFTER (E) CEILING JOIST TO REMAIN BEAM PER PLAN LU24 SIMPSON HGR EA CEILING JOIST TOP HORZ REINF FOOTING DRAIN PER ARCH SPLICE SPLICE BOTTOM LONGIT REINF �g1 / , ` I Ts / \/ / ` / B2 BOT HORZ REINF SCHEDULE: �4) TYPICAL TOP CHORD SPLICE H Bi is B2 tr L STEM REINF FOOTING REINF VERT HORIZ TOP HORZ BOT HORZ LONGIT BOT LONGIT TOP FACE A FACE B FACE A FACE B UP TO 4' 0'-9" 6" 0'-9" 1'-0" 2'-0" -- #4 @ 18" -- #4 @ 16" -- -- (2) #4 -- 4' TO 7' 1 1'-0" 1 6" 1 4'-0" 1'-0" 1 5'-6" -- #5 @ 12" -- #4 @ 16" #4 @ 10" -- (5) #4 TYPICAL CONCRETE RET WALL & SCHEDULE RESUB Aug 04 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 fV Lu o CV Q CV o c--j Lo z Ln c > 0 Z O w Ul) � w M cl� E o_ U) o z a W Ln UN w 0Ln001 o M- CU)<0 0 M 0 - 0 N C) O 0 OV O .. W 1 3 L_ c-51 J Lin _j c� ^, V• z a� -w r 0 a zx D� z a f LLJ 0 — z J a � vs . r--1 za w 0 LU0 W � W- z U w (3 J w CID Z M !�1 U 2: of U rr! U V U) r1 a zO � J d U O0 o W N � a p � Ln O M [[LIft W Q� k N O 00 LUo U �Ln _ m � W 4..' v Ln W p Q Z O U � Z 1 m C z JOB NUMBER: 20.00012 SHEET z OF 5 S1.1 FLOOR &ROOF FRAMING NOTES Zo 1. ROOF AND FLOOR JOIST LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE ARCHITECT SHALL VERIFY THE COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL, PLUMBING AND ARCHITECTURAL PLANS. THE CONTRACTOR IS RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 2. FLOOR SHEATHING IS 3/" T&G PLYWOOD SPAN RATED 48/24 OR BETTER NAILED W/ 10d's @ 6" O.C. AT EDGES & 12" O.C. AT FIELD. PLACE LONG DIRECTION OF ALL OSB SHEETS PERPENDICULAR TO JOIST DIRECTION, SEE DETAIL 2/S1.0. FLOOR SHEATHING IS TO BE CONTINUOUS FROM UNIT TO UNIT. TYPICAL NAILING AT FLOOR AND ROOF DIAPHRAGMS IS PROVIDED IN THE GENERAL STRUCTURAL NOTES ON SHEETS S1.0. 3. THE DOUBLE TOP PLATE IS TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL WALL LINES CONTAINING SHEARWALLS. TYPICAL WALL TOP PLATE SPLICES SHALL BE PER DETAIL 3/S1.1 TYP. 4. EXPOSED FRAMING SHALL BE PRESSURE TREATED (P.T.) VERTICAL & HORIZONTAL FRAMING @ WATERPROOFED WALKWAYS AND PRIVATE DECKS. ALL EXPOSED BEAM HANGERS SHALL BE POST HOT -DIPPED GALVANIZED AND HAVE CONCEALED FLANGES, VERIFY W/ ARCHITECT. SEE NOTE ON SHEET S1.0. 5. SEE ARCHITECTURAL PLANS FOR STAIR FRAMING DETAILS & STAIR FRAMING DETAILS AND NOTES, CONTROL JOINTS IN CONCRETE FLOORING AND ROOF VENTILATION REQUIREMENTS AND DETAILS. 6. SEE CIVIL AND ARCHITECTURAL PLANS FOR TOP OF WALL HEIGHTS AND ELEVATIONS. SEE ARCHITECTURAL PLANS FOR DIMENSIONS. WHERE DIMENSIONS ARE SHOWN ON THE STRUCTURAL PLANS, CONTRACTOR SHALL VERIFY COMPATIBILITY WITH ARCHITECTURAL PLANS. WHERE DISCREPANCY EXISTS, CONTRACTOR SHALL NOTIFY BOTH THE ENGINEER AND ARCHITECT FOR CLARIFICATION. 7. WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIDES OF WINDOW. WINDOW SUPPLIER TO VERIFY MINIMUM .005*H STORY DRIFT TOLERANCE IN PLANE OF ALL WINDOWS AND ALLOW FOR L/240 DEFLECTION (PERPENDICULAR) AT WINDOW MULLIONS. 8. SEE GENERAL STRUCTURAL NOTES ON S1.0 FOR ADDITIONAL INFORMATION. 9. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FLOOR ELEVATIONS. 10. SIMPSON STRONG TIE PRODUCTS ARE CALLED OUT ON THE DRAWINGS. 11. LEGEND: INDICATES BEAM / GIRDER TRUSS PER PLAN. SEE FRAMING PLANS INDICATES TYPICAL TOILET, BATHTUB, & SHOWER LAYOUT. CONTRACTOR TO COORDINATE JOIST LAYOUT WITH FIXTURE 16. \� LOCATIONS TO AVOID PLUMBING AND FRAMING CONFLICTS. INDICATES NEW INTERIOR BEARING WALL: #2 DF 2x4 @ 16" O.C. INDICATES NEW INTERIOR WALL INDICATES EXISTING WALL TO REMAIN FOUNDATION NOTES 1. TYPICAL DIMENSIONS ARE TO FACE OF WALL OR TO CENTERLINE OF COLUMN OR FOOTING. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT. 2. TYPICAL ISOLATED FOOTINGS F-X SHALL BE CONSTRUCTED PER FOOTING SCHEDULE. 3. CONTINUOUS WALL FOOTING PER PLAN WITH REINFORCING PER DETAIL. 4. TYPICALLY MATCH FOOTING DOWELS WITH WALL VERTS UNLESS NOTED OTHERWISE. 5. PROVIDE CORNER BARS AT ALL WALL/FOOTING INTERSECTIONS TO MATCH ALL HORIZONTAL REINFORCEMENT PER DETAIL 1/S2.0. 6. EXTEND WALL FTG 12" BEYOND END OF WALL U.N.O. 7. SEE THE GENERAL STRUCTURAL NOTES ON SHEET S1.0 FOR ADDITIONAL INFORMATION. SPREAD FOOTING TABLE - SEE 12/S1.1 MARK SIZE DEPTH REINFORCEMENT F2.0 2'-0"x2'-O" 0'-12" (2) #4x1'-8" EA WAY SEE STRUCTURAL NOTES ON S1.0 FOR ALLOWABLE SOIL BEARING PRESSURES PT POST PER PLAN a EXT GRADE ,I I 11=1 1=1 11=1 1= I° -1 11-1 II 11-1 i' a I a z SONOTUBE FOOTING PER TABLE, SEE GEN NOTES °I °I a I I a � a a 1 � I -I 1-I I -I 1= =1 11=1 11=1 11=1 I' POLE FOOTING EMBED DETAIL 4L DOWEL HORIZONTAL REINF INTO (E) FTG w/ SIMPSON SET-XP EPDXY AS NOTED IN GENERAL NOTES. MIN 4" EMBED. INSTALL PER MANUFACTURES RECOMMENDATIONS. (E) FTG TYPICAL CONNECTION TO (E) FTG L BAR D #3 1 1 /2" #5 2 1 /2' #6-#8 6d I O/ O/ 1 4d FOR STIRRUPS & TIES FOR REINFORCING BARS d= BAR DIAMETER D= 6d FOR #3 THRU #8 D= 8d FOR #9 THRU #11 OFFSET TYPICAL BAR BENDING DETAIL FOUNDATION PLAN ACI MIN CLEAR + 1/2" MAX TYPICAL REINFORCEMENT PLACEMENT DIAGRAM L- - - - - - - \ \/ / NOTES: 1. VERTICAL REINF SHOWN IS ADDED IF NORMAL WALL REINF IS NOT IN PROPER LOCATIONS. 2. CORNER BARS ARE SAME SIZE AND SPACING AS HORIZ REINF 3. 90° HOOKS MAY BE SUBSTITUTED FOR CORNER BARS (SEE NOTE 5). 4. REINF AT ALL WALL CORNERS, ENDS AND INTERSECTIONS SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH APPROPRIATE DETAIL SHOWN. 5. USE ACI MIN 90° HOOK FOR EMBEDMENT LESS THAN 24 DIAMETERS PAST FACE OF WALL. 6. CONCRETE WALLS SHOWN; MASONRY WALLS SIMILAR. 7. WALL DETAILS SHOWN; FTG DETAILS SIMILAR. 8. VARIOUS WALL SECTIONS AND INTERSECTIONS SHOWN; USE APPROPRIATE DETAILS. 9. ALL BENDS SHALL BE PER ACI FTG I Hardware and fasteners in contact with preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. .In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ L IRC R317.3.1 IBC 2304.10.5.1 I RESUB Aug 04 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT wCD 04 Q CV U0 U) z 0 W cn c > 0 z O w U) F w E a z 0 W in U ^� LL E LL GV)001- o M _4 o) � c�n<0 0 .ern 0 U)M 5 - N C: 0 O O 00.. v LU 3 0 c � 0 J �_ja -0 (D z W z Z do Cd - w (D a J S . X w ir! w L� a UJto z J E-J o- J romoo > z En z� a w - W z Zz zw w LU w W 11�11 <a GZ c V �1 .6 O �C� a a U O o C) W N O a� C � Ln O Ln ko N O 0) 00 tm C1 04 LU J a � Q L � =-6 8 E m Ow C �A 0 LLI Z 2 LLJ U IL Q O U m O Z � �ro oz JOB NUMBER: 20.00012 SHEET 3 OF 5 S2.0 z J Z O U w J W m CD z D_ O LL 0 Y z a 0 N 0 I O N O N N N Ln W W Q 0 0 J n rn 3 0 n rn c E L� 0 0 0 U N N N V) ~) ~) .3 0 L rn �L Q) Q) w 0 U co LO / co T 0 N 0� U D_ I L Q) 0 N O 0 0 0 N to U U A 0 L 0 N O N I / U 0 D_ / X w J 0 Q 0 FLOOR & ROOF FRAMING NOTES 1. ROOF AND FLOOR JOIST LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING MEMBERS. THE ARCHITECT SHALL VERIFY THE COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL, PLUMBING AND ARCHITECTURAL PLANS. THE CONTRACTOR IS RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 2. FLOOR SHEATHING IS Y4' T&G PLYWOOD SPAN RATED 48/24 OR BETTER NAILED W/ 10d's 0 6" O.C. AT EDGES & 12" O.C. AT FIELD. PLACE LONG DIRECTION OF ALL OSB SHEETS PERPENDICULAR TO JOIST DIRECTION, SEE DETAIL 2/S1.0. FLOOR SHEATHING IS TO BE CONTINUOUS FROM UNIT TO UNIT. TYPICAL NAILING AT FLOOR AND ROOF DIAPHRAGMS IS PROVIDED IN THE GENERAL STRUCTURAL NOTES ON SHEETS S1.0. 3. THE DOUBLE TOP PLATE IS TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL WALL LINES CONTAINING SHEARWALLS. TYPICAL WALL TOP PLATE SPLICES SHALL BE PER DETAIL 3/S1.1 TYP. 4. EXPOSED FRAMING SHALL BE PRESSURE TREATED (P.T.) VERTICAL & HORIZONTAL FRAMING 0 WATERPROOFED WALKWAYS AND PRIVATE DECKS. ALL EXPOSED BEAM HANGERS SHALL BE POST HOT -DIPPED GALVANIZED AND HAVE CONCEALED FLANGES, VERIFY W/ ARCHITECT. SEE NOTE ON SHEET S1.0. 5. SEE ARCHITECTURAL PLANS FOR STAIR FRAMING DETAILS & STAIR FRAMING DETAILS AND NOTES, CONTROL JOINTS IN CONCRETE FLOORING AND ROOF VENTILATION REQUIREMENTS AND DETAILS. 6. SEE CIVIL AND ARCHITECTURAL PLANS FOR TOP OF WALL HEIGHTS AND ELEVATIONS. SEE ARCHITECTURAL PLANS FOR DIMENSIONS. WHERE DIMENSIONS ARE SHOWN ON THE STRUCTURAL PLANS, CONTRACTOR SHALL VERIFY COMPATIBILITY WITH ARCHITECTURAL PLANS. WHERE DISCREPANCY EXISTS, CONTRACTOR SHALL NOTIFY BOTH THE ENGINEER AND ARCHITECT FOR CLARIFICATION. 7. WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIDES OF WINDOW. WINDOW SUPPLIER TO VERIFY MINIMUM .005*H STORY DRIFT TOLERANCE IN PLANE OF ALL WINDOWS AND ALLOW FOR L/240 DEFLECTION (PERPENDICULAR) AT WINDOW MULLIONS. 8. SEE GENERAL STRUCTURAL NOTES ON S1.0 FOR ADDITIONAL INFORMATION. 9. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FLOOR ELEVATIONS. 10. SIMPSON STRONG TIE PRODUCTS ARE CALLED OUT ON THE DRAWINGS. 11. LEGEND: INDICATES BEAM / GIRDER TRUSS PER PLAN. SEE FRAMING PLANS INDICATES TYPICAL TOILET, BATHTUB, & SHOWER LAYOUT. Il �SI CONTRACTOR TO COORDINATE JOIST LAYOUT WITH FIXTURE / LOCATIONS TO AVOID PLUMBING AND FRAMING CONFLICTS. ! O INDICATES NEW INTERIOR BEARING WALL: #2 DF 2x4 0 16" O.C. INDICATES NEW INTERIOR WALL INDICATES EXISTING WALL TO REMAIN JOIST STOP & START (NOT CONTINUOUS) HANGER 0 FLUSH FRAMED BEAM OR LEDGER INDICATES CANTILEVER JOIST (CONTINUOUS) OVER BEARING WALL/HEADER n FRAMING KEY PROVIDE LCE4 ES OF BEAM TO PT 44 POST BELOW F.F. PT 4x10 0 1 PROVIDE DTT2Z EA END OF DECK, L� II V LEDGER INTO PT 2x RIM D AS NOTED ON8 & 9 ON 1 SEE S2.0 FOR POST SIZE F.F. PT 410 u 1 F.F. PT 410 n -- r-------------------� I Hardware and fasteners in contact with preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. ■ In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ LIRC R317.3.1 IBC 2304.10.5.1 I ------------------- 11 LUS28 FACE MOUNT HGR EA END 51.1 OF JOIST, TYP UNO 0 DECK F.F. PT 4x10 F.F. PT 4x10 O 9 0l S1.1 `v u ./ SISTER ON 2x TO EXISTINC JOISTS. NAIL IST TO (E) N ROWS OF 16d' 0 24"oc 1]1 I� _I E BEAM _ 22� a w Of of of �I �I 5 Z5 I I I I INFILL E HEADER,m 2 2x6 TYP UNO _ SEE ARCH FOR LOCATION OF NEW OPENING SECOND FLOOR FRAMING PLAN 1/4"=1'-0" PT 2x8 LEDGER, TYP UNO :n,01 F.F. PT 410 (E) 410 F.F. PT 410 9-DF-#2 C- F.F. PT x10 ]I PROVIDE LCE4 ON EA SIDE TO FLUSH BEAM. PROIVDE A35 ON INSIDE CORNER 1 PROVIDE DTT2Z EA END OF DECK, LEDGER INTO PT 2x RIM BD AS NOTED ON 8 & 9 ON S1.1 NZLEND -Tel'4X& SISTER ON 2x8 TO LEDGER W/ (2) ROWS OF 10D's 0 16"oc. PROVIDE LUS28-2 FACE MOUNT HGR TO 48 PROVIDE A35 ON INSIDE CORNER PT 2x8 LEDGER, TYP UNO 12 S1.1 PROVIDE LUS28 FACE MOUNT HANGER TO 410. TYP UNO PROVIDE LUS48 FACE MOUNT HANGER TYP UNO PROVIDE LCE4 ON EA SIDE TO FLUSH BEAM. PROIVDE A35 ON INSIDE CORNER PROVIDE LCE4 ON EA SIDE TO FLUSH BEAM. PROIVDE A35 ON INSIDE CORNER PROVIDE LUS48 FACE MOUNT HANGER TO LEDGER. PROVIDE DTT2Z EA END OF DECK, LEDGER INTO PT 2x RIM BD AS NOTED ON 8 & 9 ON S1.1 RESUB Aug 04 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT wCD N Q N 0 C­j z cn c > 0 z O W o' 5 F- w M +� E a 0 z W Ln UN M*4z 1 ILL Ln o CU)<0 0 3:T 0 (n M � -6, o N U) } p 0 .. U W,�3� � C � Q�_1Zo J LLnnJa N V• z z a� r —w a zx V� ua z W E_ J � o- z -` - U] }� V� . r-1 z a w � w W 0 U a ^ - (Dz zw w 0 J W (7 11--11 l--1 � Z U 2:M M r1 a of U U) �O � J d U O C1 0 N M a C � 11wA �l O � O J a �Q Ln m � W � v W oz Q O ti O � m Z 1 m C z JOB NUMBER: 20.00012 SHEET 5 OF 5 S2.1 0 FLOOR & ROOF FRAMING NOTES 04 " wCD 1. ROOF AND FLOOR JOIST LOCATIONS ARE SCHEMATICALLY SHOWN ON THE PLANS. IT IS NOT THE INTENT OF THE STRUCTURAL PLANS TO GRAPHICALLY LOCATE ALL FRAMING `o MEMBERS. THE ARCHITECT SHALL VERIFY THE COMPATIBILITY OF JOIST LAYOUT AND FRAMING W/ MECHANICAL, ELECTRICAL, PLUMBING AND ARCHITECTURAL PLANS. THE CONTRACTOR IS RESPONSIBLE FOR SPACING FRAMING MEMBERS AS NOTED ON THE PLANS AND GENERATING MEMBER LAYOUT FOR SHOP DRAWINGS AND QUANTITY TAKEOFFS. 2. FLOOR SHEATHING IS 34" T&G PLYWOOD SPAN RATED 48/24 OR BETTER NAILED W/ 10d's @ 6" O.C. AT EDGES & 12" O.C. AT FIELD. PLACE LONG DIRECTION OF ALL OSB SHEETS PERPENDICULAR TO JOIST DIRECTION, SEE DETAIL 2/S1.0. FLOOR SHEATHING IS TO BE CONTINUOUS FROM UNIT TO UNIT. TYPICAL NAILING AT FLOOR AND ROOF DIAPHRAGMS IS PROVIDED IN THE GENERAL STRUCTURAL NOTES ON SHEETS S1.0. 3. THE DOUBLE TOP PLATE IS TO BE CONTINUOUS ALONG ALL EXTERIOR WALLS AND AT ALL WALL LINES CONTAINING SHEARWALLS. TYPICAL WALL TOP PLATE SPLICES SHALL BE PER DETAIL 3/S1.1 TYP. 4. EXPOSED FRAMING SHALL BE PRESSURE TREATED (P.T.) VERTICAL & HORIZONTAL FRAMING @ WATERPROOFED WALKWAYS AND PRIVATE DECKS. ALL EXPOSED BEAM HANGERS SHALL BE POST HOT -DIPPED GALVANIZED AND HAVE CONCEALED FLANGES, VERIFY W/ ARCHITECT. SEE NOTE ON SHEET S1.0. 5. SEE ARCHITECTURAL PLANS FOR STAIR FRAMING DETAILS & STAIR FRAMING DETAILS AND NOTES, CONTROL JOINTS IN CONCRETE FLOORING AND ROOF VENTILATION REQUIREMENTS AND DETAILS. 6. SEE CIVIL AND ARCHITECTURAL PLANS FOR TOP OF WALL HEIGHTS AND ELEVATIONS. z SEE ARCHITECTURAL PLANS FOR DIMENSIONS. WHERE DIMENSIONS ARE SHOWN ON o V) THE STRUCTURAL PLANS, CONTRACTOR SHALL VERIFY COMPATIBILITY WITH N 0 0 ARCHITECTURAL PLANS. WHERE DISCREPANCY EXISTS, CONTRACTOR SHALL NOTIFY z w U) BOTH THE ENGINEER AND ARCHITECT FOR CLARIFICATION. O ry_ 7. WINDOW SUPPLIER TO VERIFY THAT WINDOW AND WINDOW FRAMES TRANSFER WIND : LOADS EVENLY TO STRUCTURAL FRAMING ON ALL 4 SIDES OF WINDOW. WINDOW w SUPPLIER TO VERIFY MINIMUM .005*H STORY DRIFT TOLERANCE IN PLANE OF ALL WINDOWS AND ALLOW FOR L/240 DEFLECTION (PERPENDICULAR) AT WINDOW a MULLIONS. a 8. SEE GENERAL STRUCTURAL NOTES ON S1.0 FOR ADDITIONAL INFORMATION. z a 9. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FLOOR ELEVATIONS. W 10. SIMPSON STRONG TIE PRODUCTS ARE CALLED OUT ON THE DRAWINGS. U N 11. LEGEND: � °' M -, E INDICATES BEAM / GIRDER TRUSS PER PLAN. SEE FRAMING PLANS G V) rn o �,� rn �cnQ0 � ° INDICATES TYPICAL TOILET, BATHTUB, & SHOWER LAYOUT. G a m CONTRACTOR TO COORDINATE JOIST LAYOUT WITH FIXTURE o °o o _ LOCATIONS TO AVOID PLUMBING AND FRAMING CONFLICTS. o c C° JI a m ro t U-) J `O 0 J ina -0 INDICATES NEW INTERIOR BEARING WALL: #2 DF 2x4 @ 16" O.C. w z INDICATES NEW INTERIOR WALL zzz INDICATES EXISTING WALL TO REMAIN 2 z X PROVIDE LSTA24 STRAP FROM fd W (E) DBL TOP PLATE TO 6x6 S1.1 FRAME NEW BUMP OUT AS NOTED o ON ARCHITECTURAL PLANS ES OF BUMP OUT. SEE 6/S1.1 W z x x JE- a zLn (E) BEAM TO I _ _ 4x — — If13 � �En w REMAIN, P UNO I I I A w w LU L II Uz LL -a SISTER 2x TO (E) 2x RAFTER TO Q I I Cd = U Ln I I EXTEND OUT OVER BUMP OUT. ATTACH `� I I '~ o l l W/ 16d NAILS @ 12 O.C. MIN 3 -6 ® LJ QI > MIN BACKS:)AN. N Otj — II ck� Z Of CV U cV n I vl xi I II REMOVE NON -BEARING WALL E) INT HD (2)2x6 (2)2 6 PER ARCHITECTURAL PLANS O o 0 REMAIN, 0 TYP UNO INFILL DOOR PER ARCHITECTURAL PLANS u u c� n n I LA 79� r-FT0 Ln ---� c ko ____ I Q Q� N ®I :m I ATTIC ACCESS I I I w I U) Of----1r--- of 00 oI N — — ---� --- U) — — LU 0 Q L--- Q w w w a C) x I x \ Q 04 Vf -6 W Li.I N 77 (E) BEAM TO V' OLLA m REMAIN, TYP UNO Z E) BEA TO _4-1 REMAIN, TYP UNO W W U o z Z O U m O z �ro � oz ADA� a JOIST STOP & START (NOT CONTINUOUS) HANGER @ FLUSH FRAMED BEAM OR LEDGER e INDICATES CANTILEVER JOIST (CONTINUOUS) OVER BEARING WALL/HEADER n ROOF FRAMING PLAN RESUB JOB NUMBER: Aug 04 2020 20.00012 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT FRAMING KEY SHEET OF S2.2