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APPROVED BLD RESUB1 BLD2023-0168+STRUCTURAL PLANS+8.16.2023_5.20.23_PM+3730674rGnIGR A I PROJECT SPECIFIC DESIGN CRITERIA ENGINEERED WOOD CONSTRUCTION REQUIREMENTS STRUCTURAL STEEL CITY OF EDMC BUILDING DIVI DS ON 1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 2018 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC). 2. THE ARCHITECT/ENGINEER (ARCH/ENGR) IS NOT RESPONSIBLE FOR THE LOCATION OF PROPERTY LINES AND/OR EASEMENT, SOIL CONDITIONS, MECHANICAL AND ELECTRICAL WORK, AND THE PRESENCE OF UTILITIES NOT REPORTED TO THE ARCH/ENGR IN WRITING BY THE OWNER. 3. THE ENGINEER IS NOT RESPONSIBLE FOR FIELD REVIEW OF CONSTRUCTION UNLESS SPECIFICALLY RETAINED FOR THAT PURPOSE. 4. DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN CONSTRUCTION. THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO CONSTRUCTION AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCH/ENGR SO THAT CLARIFICATION CAN BE MADE. ALL DIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE SUBMITTED TO THE ARCH/ENGR FOR REVIEW PRIOR TO CONSTRUCTION. DIMENSIONS FOLLOWED BY A +/- SYMBOL SHALL BE FIELD MEASURED AND VERIFIED PRIOR TO COMMENCEMENT. 5. DETAILS OF CONSTRUCTION NOT SHOWN OR NOTED SHALL BE CONSIDERED OF THE SAME CHARACTER SHOWN FOR SIMILAR CONSTRUCTION, SPECIFICATIONS, WHEN PROVIDED, ARE A PART OF THESE DRAWINGS, SEE SPECIFICATIONS FOR MATERIAL AND WORKMANSHIP REQUIREMENTS. 6. THE CONTRACTOR SHALL PROVIDE ALL LABOR EQUIPMENT, MATERIAL AND SERVICES NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WORK AS SHOWN ON THE DRAWINGS AND AS NOTED IN THE SPECIFICATIONS. 7. THE CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR OF ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK. 8. TEMPORARY BRACING AND SHORING NECESSARY TO SUPPORT ANY PORTION OF THE STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. FOUNDATIONS 1. REFER TO GEO-TECHNICAL DATA BELOW FOR THE PROJECT DESIGN PARAMETERS. GEOTECHNICAL ENGINEER SHALL VERIFY PLACEMENT OF FILLS AND FOUNDATIONS PRIOR TO PLACEMENT OF FILLS. 2. SPECIFIED CONCRETE MIX AS FOLLOWS: CONCRETE MIX TYPE OF COMPRESSION STRENGTH @ 28 CONSTRUCTION DAYS, PSI MAX W/C RATIO ENTRAINED AIR SACK MIX SLAB ON GRADE (INTERIOR) 3000 SLAB ON GRADE (EXTERIOR) 3000 0.45 5% BASEMENT WALL 2500 0.50 51/2 FOOTINGS 2500 0.50 51/2 CONT. FOOTINGS 2500 0.50 5112 3. CONCRETE REINFORCEMENT SHALL CONFORM TO ASTM A615, AND PER BELOW. REBAR - PER ASTM A615 #3 & LESS GRADE 60 #4 & GREATER GRADE 60 COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS: FOOTINGS & RETAINING WALLS (CAST AGAINST SOIL) 3" COVER SURFACES EXPOSE TO EARTH OR WEATHER 2" COVER COLUMNS & BEAMS 11" COVER SLABS & INTERIOR WALLS 4" COVER 4. FOUNDATION WALL SHALL EXTEND 6" ABOVE FINISHED GRADE. 5. FOUNDATION PLATES SHALL BE PRESSURE TREATED (PT) HF 2. 6. INSTALL FOUNDATION ANCHOR BOLTS 4' ON CENTER (UNO) AND EMBED A MINIMUM 7" IN CONCRETE. 7. INSTALL WATER PROOFING MATERIALS ON FOUNDATION WALL SUPPORTING SOIL. 8. ALL FOOTING EXCAVATIONS SHALL BE NEXT AND AS CLOSE TO FOOTING DIMENSIONS AS PRACTICABLE. 9. ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED NATIVE SOILS OR ENGINEERED FILLS AT OR EXCEEDING DEPTHS SHOWN ON THE DRAWINGS. ALL SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH CHAPTERS 18 OF THE IBC. GEOTECHNICAL IN ABSENCE OF GEOTECHNICAL ANALYSIS, THE FOLLOWING DESIGN CRITERIA IS USED: SOIL BEARING PRESSURE: 1500 PSF ACTIVE EARTH PRESSURE (RETAINING WALLS): 35 PCF AT REST EARTH PRESSURE (BASEMENT WALLS): 60 PCF PASSIVE PRESSURE: 350 PCF FRICTION COEFFICIENT: 0.35 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -I The following documentation shall be available on REPORT PREPARED BY: ; site for the building inspector: ■ © COE APPROVED ARCHITECTURAL PLAN SET ' ; ❑ COE APPROVED STRUCTURAL PLAN SET ❑ COE REVIEWED CALCULATION PACKET - ❑ ENERGY CREDIT WORKSHEET '- ■ ❑ SITE PLAN ■ ❑ CIVIL PLAN ■ ❑ ■ ❑ ■ CITY nE EmmnNDS Rl III DING DEPARTMENT 2021 � Wind Design Data Wind Design Speed, Vu = 110 MPH, Vasd = 85 MPH Wind Exposure = C Wind Importance Factor, Iw = 1.0 Internal Pressure Coefficient = +/ 0.18 Ktz = 1.00 Kd = 0.85 Seismic Design Data Importance factor = 1.0 Ss = 0.30g, S1 = 0.10g Site Class = D SIDS = 0.24g, SD1 = 0.16g SDC = C Seismic System = 15. Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance or stee Design Base Shear = 5.97 kips Cs = 0.037 R = 6.5 Analysis procedure: ASIDE 11.4, 11.5 & 12.8 Flat -roof snow load, pf = 25.0 psf Snow exposure factor, Ce = 1.00 Snow load important factor, Is =1.00 Thermal factor, Ct = 1.00 Gravity Loads* DEFLECTION REQUIREMENTS CONSTRUCTION LIVE SNOW DEAD + LIVE ROOF MEMBERS L/360 L/360 L/240 FLOOR MEMBERS (NON TJI) L/360 L/240 FLOOR MEMBERS (TJI) L/480 WALL MEMBERS L/360 L/360 NOTES: 1. L = LENGTH OF THE MEMBER IN INCHES. 2. CANTILEVER MEMBERS, L SHALL BE TAKEN TWICE THE LENGTH. OF THE CANTILEVER. 3. REFER TO IBC/SBC TABLE 1604.3 FOR ADDITIONAL REQUIREMENTS, Roof Dead Load =15 psf + 5 psf (SOLAR PANELS) Roof Live Load = 25 psf Floor Live Load (Office) = 50 psf Floor Live Load (Residential) = 40 psf, Balcony & Roof Decks = 60 psf Floor live Load (Corridor) =100 psf Partition Loads =10 psf (residential) Partition Loads = 20 psf (office) Floor Dead Loads =12 psf (residential) At rest earth pressure = 60 pcf *As Applicable WOOD CONSTRUCTION (CARPENTRY) REFERENCE STANDARD: WOOD FRAMING SHALL CONFIRM TO THE REQUIREMENTS OF THE FOLLOWING STANDARDS NFPA - NATIONAL DESIGN FOR WOOD CONSTRUCTION ANSI/TPI - NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION. MATERIAL SAWN LUMBER USE SIZE SPECIES/GRADE MIN. DESIGN VALUE STUD 2X4, 2X6,3 X 4, 3 X 6 HEM -FIR (N) Fb = 775 psi Fc = 925 psi Sill Plate 2 X 4, 2 X 6, 3 X 4, 3 X 6 HEM -FIR (N) Fb = 775 psi Fc = 925 psi Post/ Columns 4 x DOUG-FIR #1 Fc =1350 psi Post/ Column 6 x DOUG-FIR #1 Fc =1000 psi JOISTS 2 X 8 TO 2 X 12 HEM -FIR (N) #2 Fb = 850 psi Fv= 95 psi Beam & Headers 4 x 6 To 4 x 12 HEM -FIR (N) #1 Fb = 850 psi Fv= 95 psi Glue -Laminated Beams (GLB 24F-V4 24F-V8 Too Fiber Btm Fiber stress Fc (ComDression 1200 psi 2400 psi 2400 psi 2400 psi Parallam Beams (PSL) - 2.0E 2900 psi 2900 psi 2900 psi** **WHERE PSL COLUMNS ARE REQ'D PER PLAN, USE ONLY PSL BEAMS WITH (E=2.0 X 10) - 2.0E 6 Roof Sheathing -32 inch DOC PS-1 or PS-2 (APA Performance rated) 32/16 span rating with Exposure I glue. Sub -Floor Sheathing - 4 inch DOC PS-1 or PS-2 (APA Performance rated) Sturd-I-Floor 24-in o/c rating with Exposure I glue. Wall structural panels - Refer to Table 1 for thickness. 32/16 index rating - 5 ply with Exposure I glue. REPLACE SPLIT MEMBERS AND PRE -DRILL HOLES WHERE NAILING MAY CAUSE WOOD TO SPLIT. METAL FRAMING CLIPS, HANGERS, ETC. SHALL BE SIMPSON STRONG TIE. NAILING SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL PROVIDED FOR EACH PUNCHED HOLE. WHERE NAILS ARE TO BE FURNISHED BY THE MANUFACTURER, THEY SHALL BE USED IN PLACE OF COMMON NAILS. BOLTS IN NOT PRESSURE TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS OF SIZES SHOWN ON DRAWINGS, CONFORMING TO ASTM A307. LENGTH OF BOLTS SHALL NOT PROJECT LESS THAN 1/16" OR MORE THAN 1/2" BEYOND THE END OF NUT. BOLT HOLES IN WOOD SHALL BE 1/32" MIN. 1/16" MAX. LARGER THAN THE BOLT DIAMETER. PROVIDE STANDARD CUT OR MALLEABLE IRON WASHER UNDER BOLT HEAD AND NUT WHERE THEY WOULD BEAR ON WOOD. NUTS SHALL BE TIGHTENED WHEN PLACED AND RETIGHTENED BEFORE CONCEALMENT. WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS, AND PRESSURE TREATED. STRUCTURAL MEMBERS SHALL NOT BE NOTCHED, CUT OR OTHERWISE ALTERED FOR DUCTS, PIPES, ECT. WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42" HIGH X 24" WIDE UNLESS SPECIFICALLY NOTED ON PLANS. PRESSURE TREATING: ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH 0.25 POUNDS PWE CUBIC FOOT OF WATERBORNE (ACZA) PRESERVATIVES IN ACCORDANCE WITH AWPA PRESSURE- TREATMENT RETENTIONS FOR WESTERN SPECIES ONLY AND THE CORRESPONDING AWPB QUALITY ASSURANCE PROCEDURE ASSOCIATED WITH THE AWPA STANDARD. PRODUCTS SHALL BEAR THE AWPB MARK. BOLTS, NAILS & SCREWS USED IN EXTERIOR APPLICATIONS, OR IN PRESSURE TREATED MATERIAL SHALL BE HOT -DIPPED GALVANIZED (PER ASTM A153) OR STAINLESS STEEL. HOLD DOWN DEVICES COATED WITH CORROSION PROTECTION PER ASTM A123. 2303.1.1 Lumber. Lumber used for load -supporting purposes, including end -jointed or edge -glued lumber, machine stress -rated or machine evaluated lumber, shall be identified by the grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20 or equivalent. Grading practices and identification shall comply with rules published by an agency approved in accordance with the procedures of DOCPS 20 or equivalent procedures. In lieu of a grade mark on the material, a certificate of inspection as to species and grade issued by a lumber -grading or inspection agency meeting the requirements of this section is permitted to be accepted for precut, remanufactured or rough -sawn lumber, and for sizes larger than 3 inches (76 mm) nominal thickness. Approved end -jointed lumber is permitted to be used interchangeably with solid -sawn members of the same species and grade. 2303.1.2 Prefabricated wood I -joists. Structural capacities and design provisions for prefabricated wood I -joists shall be established and monitored in accordance with ASTM D 5055. 2303.1.3 Structural glued -laminated timber. Glued -laminated timbers shall be manufactured and identified as required in AITC A190.1 and ASTM D 3737. 2303.1.4 Wood structural panels.Wood structural panels, when used structurally (including those used for siding, roof and wall sheathing, subflooring, diaphragms and built-up members), shall conform to the requirements for their type in DOC PS 1 or PS 2. Each panel or member shall be identified for grade and glue type by the trademarks of an approved testing and grading agency. Wood structural panel components shall be designed and fabricated in accordance with the applicable standards listed in Section 2306.1 and identified by the trademarks of an approved testing and inspection agency indicating conformance with the applicable standard. In addition, wood structural panels when permanently exposed in outdoor applications shall be of exterior type, except that wood structural panel roof sheathing ex- posed to the outdoors on the underside is permitted to be interior type bonded with exterior glue, Exposure 1. STRUCTURAL TESTS AND INSPECTIONS (Where applicable) 1. CONCRETE SPECIMEN TESTING AND PLACING OF REINFORCED CONCRETE PER IBC SECTION 1704.4 2. STEEL REINFORCEMENT PLACING PER IBC TABLE 1704.4. 3. STRUCTURAL STEEL WELDING AND BOLT PLACEMENT PER IBC 1704.3.3, STRUCTURAL WELDING PER IBC 1704.3.1. ALL WELDING, SHOP OR FIELD SHALL BE PERFORMED BY WABO CERTIFIED WELDERS. 4. MASONRY CONSTRUCTION SHALL BE INSPECTED & EVALUATED IN ACCORDANCE OF SECTION 1704.5.2 AND PER MASONRY NOTES ON THESE DRAWINGS (WHERE APPLICABLE). NAILS SHALL NOT BE DRIVEN CLOSER TOGETHER THAN V2 THEIR LENGTH NOR CLOSER TO THE EDGE OF MEMBER THAN I/4 THEIR LENGTH. NAILING NOT NOTED BELOW OR ON PLANS SHALL BE A MINIMUM OF 2 NAILS AT EACH CONTACT, 8d FOR I x AND I Gd FOR 2x MATERIAL JOIST OR RAFTERS AT ALL BEARING - TOE NAIL 3-1 Od JOIST OR RAFTERS TO SIDES OF STUD: 2x8 MEMBER OR SHALLOWER 3-1 Gd FOK EACH ADDITIONAL FOUK (4) INCHES IN DEPTH I -I Gd DOUBLE JOISTS, RAFTERS, AND HEADERS 2-1 Gd AT 12" O.C. BLOCKING BETWEEN JOIST OR @AFTERS: TO JOIST OR KAFTER5TOE NAILS, EACH SIDE, EACH END 2-1 Od TO JOIST OR RAFTERS BEARINGS TOE NAILS, EACH SIDE 2-1 Od BLOCKING BETWEEN STUDS, TOE NAILS, EACH END 2-1 Od BUILDUP COKNEK STUDS I Gd AT 12" O.C. 2" SUBFLOOP, TO JOIST OR GRIDER, BLIND AND FACE NAIL I Gd AT I G" O.C. TOP PLATE OR SOLE PLATE TO STUD, END NAIL 2-1 Gd AT 2x4, 3-1 Gd AT 2xG TOE NAIL 4-8d DOUBLED STUDS, FACE NAIL I Gd AT 12" O.C. DOUBLED TOP PLATES, PACE NAIL 2-1 Gd AT I G" O.C. TOP PLATES, LAPS (4'0" MINIMUM), FACE NAIL 12-1 Gd TOP PLATES, INTERSECTIONS, FACE NAIL 2-1 Gd CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d CEILING JOIST, LAPS OVER PAKTITIONS, FACE NAIL 3-1 Gd CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL 3-1 Gd CEILING JOIST LEDGER RACE NAIL TO STUDS: 2x4 AND 2xG 2-1 Gd 2x8 AND UP TO 2x 1 2 3-1 Gd LEDGER TO STUDS: 2x8 MEMBER OR SHALLOWER 3-1 Gd FOR EACH ADDITIONAL 2" 1-1 Gd 1. ALL STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO THE SPECIFICATIONS AS STATED IN THE MANUAL OF STEEL CONSTRUCTION BY A.I.S.C. SHOP DRAWING SHALL BE SUBMITTED FOR REVIEW BY ENGINEER. STRUCTURAL STEEL SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS, U.O.N.: WIDE FLANGE AND WT SHAPES ASTM A992 OTHER SHAPES, RODS, AND PLATES ASTM A36 TUBES ASTM A500 GRADE B PIPE ASTM A53 GRADE B 2. BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325. HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM 325X. BOLT HOLES SHALL BE 1/16" LARGER IN DIAMETER THAN THE BOLT, UNLESS OTHERWISE NOTED (U.O.N.) ON THE DRAWINGS. WASHERS ARE REQUIRED UNDER HEAD & NUT. Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed -stud type,cold-finished carbon steel; AWS D1.1, Type B. 3. ALL WELDING SHALL COMPLY TO AWS D1.1, LATEST EDITION. CONTRACTOR SHALL SUBMIT WELD PROCEDURE SPECIFICATIONS FOR EACH TYPE OF WELD JOINT TO ENGINEER AND SPECIAL INSPECTOR FOR REVIEW PRIOR TO START OF WORK. 4. ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT HAS A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT MINUS 20 DEGREES F., AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 5. ALL STRUCTURAL WELDS SHALL BE PERFORMED BY WELDER ACCEPTABLE TO THE ARCH/ENGR. CERTIFICATIONS SHALL BE SUBMITTED TO THE ARCH/ENGR AND THE BUILDING OFFICIAL. MUST BE WABO CERTIFIED. 6. Nonmetallic, Shrinkage -Resistant Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, poaland cement, shrinkage compensating agents, plasticizing and water -reducing agents, complying withASTM C 1107, of consistency suitable for application, and a 30-minute working time. 7. UNLESS NOTED OTHERWISE, DRILLED CONCRETE ANCHORS AND SELF -DRILLING ANCHORS SHALL BE BY ITW RAMSET/REDHEAD. CONCRETE INSERTS, COIL LOOP INSERTS AND FERRULE LOOP INSERTS SHALL BE BY BURKE. APPROVED EQUALS MAY BE SUBSTITUTED. D/3 0 HOLE JOIST NO LIMIT APPROVE 1/3 SPAN (EACH END OF BEAM) BEAM ALLOWABLE AREA FOR WIRES, CONDUITS AND PIPES HOLES IN BEAMS & JOISTS o o : r\o o0 Ln- '; < Q = zoo -j owe 0 J, E Ln W Cfl U C\J z o W W 00 0 �> or) C/) Q Q LJJ T C ) O c) O J CV CD OO Im T W I.;_; LU Q z � o U w U 0 w Cc 0 CD N N N (3.)I M M o I� C!) O IZ Io z II `� Iw I> QIW N I� ZD cc IrJ v RESUE 1 Aug 17 202 LZ .. CITY OF EDMONDS �r ) DEVELOPMENT SERVI( E DEPARTMENT o � z Division Description 1� R S1.X S2.X NOTES FRAMING PLANS u, S3.X BUILDING SECTIONS a� 2 S4.X FOUNDATION DETAILS S5.X CONCRETE SHEAR WALL ELEVATIONS & DETAILS 0� roc 36923 S6.X STEEL DETAILS �ss o S7.X WOOD DETAILS S8.X MASONRY SHEAR WALLS, BEAMS & COLUMN DETAILS S9.X CONCRETE COLUMN DETAILS S10.X CONCRETE BEAM DETAILS PROJECT # Y5-3013 SHEET NO *** NOTICE: OWNERSHIP OF THESE DOCUMENTS *** ALL SHEETS/DRAWINGS CONTAINED IN THIS DOCUMENT ARE PROPERTY OF CUSTOM DESIGN & ENGINEERING, INC., AND ARE LICENSED TO THE ORIGINAL PURCHASING CLIENT (CLIENT). THE CLIENT MAY NOT SUBLICENSE, ASSIGN, OR TRANSFER THIS LICENSE TO A THIRD PARTY WITHOUT A WRITTEN APPROVAL OF CUSTOM DESIGN & ENGINEERING, INC. THESE DRAWINGS MAY NOT BE REUSED FOR OTHER PROJECTS WITHOUT THE PRIOR WRITTEN PERMISSION FROM CUSTOM DESIGN & ENGINEERING, INC. S1 No BLD2023-0168 ' 2,L RAISED FOUNDATION STEM WALL PER DET 1/S4.0 I I I I I I I 2 I T I I i i I r I 00 I I L---- -- ---------------- 2 S4.1 00 ---------- L_---------- UPPER SLAB 4 CONC METE SLAB 4 WITH 6 X 6 W2.9 X 2W2.9 W.F. (TYPICAL) RAISED FOUNDATION STEM WALL PER DET 1/S4.0 -----------------------� I I I I I I I I r--- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L___ i r--- ------------------- I I I -------------------------J C1 00 r ---II--7 --- r-- BM 26�(2) 2 � 10 DF #2 LOWER SLAB 4" CONCRETE SLAB WITH 6 X 6 W2.9 X 2W2.9 W.F. (TYPICAL) i 2 X 10 HF �----------� i I 1 16" O.C. II 2 II it I 54.0 2 q Y-S4.1SIM 00 ------J ® I 4x4PTHF2 5 L__J TYP 2 PLCS S4.1 FTG 1 - 1.5'x 1.5'x 12.0' (3) - #4 BARS E.W. '1L 1 S4.1 q �lT D 1 CITY OF EDM DS BUILDING DIVI ON -LEDGER 2X8PTHF2 APPROVE LEDGER -------------------0, =---T --- --- -- r-- X CV r �4x4HF2 I EXISTING IL - I 96 --- FTG 12 - 2.0 x 2.0 x 12.0 s4.o FOUNDATION (3) - #4 BARS E.W. 6 S4.0 - 2 X 10 OR 2 X 8 PT HF 2 6x6HF2 LEDGER r-_____- 3 S4.1 TYPICAL 5 PLACES I I I I L_____J FTG 11 - 2.5'x 2.5'x 12.0" (4) - #4 BARS E.W. NOTE: 2 X 8 HF 2 JOISTS ARE ACCEPTABLE IF REQUIRED TO MATCH EXISTING JOIST CONDITIONS CONNECT NEW FOUNDATION IN THE CRAWL SPACE FOOTING & STEM WALL BY EMBEDDING NEW RE -BAR OF FOOTING & STEM WALL 6" MIN. EPDXY WITH SIMPSON SET-22 OR EQUIVALENT. 2 X 10 OR 2 X 8 PT HF 2 LEDGER 4 x 4 PT HF 2 CONNECT NEW FOUNDATION 6 r- -, FOOTING & STEM WALL s4.o BY EMBEDDING NEW RE -BAR OF 4 x 4 HF 2 L__J FOOTING & STEM WALL 6" MIN. r----� - FTG 2-1.5'x1.5'x12.0" EPDXY WITH SIMPSON SET 22 i �L4 x 4 HF 2 (3) - #4 BARS E.W. OR EQUIVALENT. I I I I ® L----J L----J� FTG 13A - 2.0'x 2.0'x 12.0" FTG 13B - 2.0'x 2.0'x 12.0" 'I (3) - #4 BARS E.W. (3) - #4 BARS E.W. 4 - EXISTING FOUNDATION 4x4HF2 I I I I I I I I I I L------ FTG 15 - 2.5' x 2.5' x 12.0" (4) - #4 BARS E.W. Existing foundation ventilation shall be maintained, if blocked off other ventilation shall be provided in its place. LENGTH (FEET) WIDTH (FEET) FOUNDATION PLAN FOOTING LEGEND THICK (INCHES) SCALE 1/4" = 1' - 0" �------� 1 3" COVER TYP i FTG 4-3.0' x 3.0' x 12.0 I I 3 X 3 X 1 /4" i I (3) - #4 BARS E.W. (DWG CALL -OUT EXAMPLE) GALVANIZED PLATE WASHER IS REQUIRED EMBED ANCHOR BOLTS 7.5" MIN FOOTING PLAN VIEW E.W _ -EACH WAY OR REFER TO SHEAR WALL PLANS FOR HOLD-DOWN LOCATIONS EACH DIRECTION OF FOOTING THE FOUNDATION PLAN SHOWN ON THIS SHEET PROVIDES THE FOOTING SIZES AND DIMENSIONS, ALONG WITH THE STRUCTURAL DETAILS. REFER TO THE ARCHITECTURAL DWGS FOR OVERALL DIMENSIONS (WHICH IS THE BASIS OF THE DESIGN). �6x6HF 2 2X10 HF2 16" O.C. 6x6PTHF2 1 l L---- J FTG 30 - 2.0'x 2.0'x 12.0" (3) - #4 BARS E.W. - CONNECT NEW FOUNDATION FOOTING & STEM WALL BY EMBEDDING NEW RE -BAR OF FOOTING & STEM WALL 6" MIN. EPDXY WITH SIMPSON SET-22 OR EQUIVALENT. 6x6PTHF2 r - - - - - 1 L____J FTG 29 - 2.0'x 2.0'x 12.0" (3) - #4 BARS E.W. o ru 0 o O U LO Q a, O z0� ' pw� 44 � � U J^ E - Lo LU Cfl C U CV z o LU W 00 0 Q 6x6PTHF2 ---- W � ® r C/) L-_--FTG 28 - 2.0' x 2.0' x 12.0" z 0 i n 811 -LLf� M (3) - #4 BARS E.W. z O 0 N 4 2i S4.1 CD00 im LU FTG 22 - 2.0'x 2.0'x 12.0" a (3) - #4 BARS E.W. 1 S4.1 can Lv LU a o z 6x6PTHF2 LU w r----� O o Cl- FTG 27 - 2.0' x 2.0' x 12.0" I ® I 5 TYP 5 PLCS L----J a s4.1 (3) - #4 BARS E.W. N N O CV EXISTING FOUNDATION 6x6PTHF2 FTG 26 - 2.0'x 2.0'x 12.0" (3) - #4 BARS E.W. Retrofit Epoxy Anchors shall be inspected by a qualified third party inspector. Provide inspection reports to City Inspector. ALL SHEETS/DRAWINGS CONTAINED IN THIS DOCUMENT ARE PROPERTY OF CUSTOM DESIGN & ENGINEERING, INC., AND ARE LICENSED TO THE ORIGINAL PURCHASING CLIENT (CLIENT). THE CLIENT MAY NOT SUBLICENSE, ASSIGN, OR TRANSFER THIS LICENSE TO A THIRD PARTY WITHOUT A WRITTEN APPROVAL OF CUSTOM DESIGN & ENGINEERING, INC. THESE DRAWINGS MAY NOT BE REUSED FOR OTHER PROJECTS WITHOUT THE PRIOR WRITTEN PERMISSION Fgb� E lql ENGINEERING, INC. z Qz J o LU W zc z o w ON I� I� H OC U o RESU I z Aug 17 202 F- CITY OF EDMONDS �r O DEVELOPMENT SERV H ES DEPARTMENT C) LL z PROJECT # Y5=3013 SHEET NO S210 TD1(4/S4.0) SW-2: 3'-6" 3 ---------------- --------------------------- SEE SHEET S2.0 FOR THE FOUNDATION PLAN - - - - - 3 X 10 PT HF 2 LEDGER 9.5 TJI 110 16 CRAW ® - __STO-RA E__ - S4.0 _ _ _ TDI (4 4.0) - - - - BM 3 -(2) 2 x 6 DF #2 TD1(4/S4.0) - 0 -, -\�- ---------------- xHF M M / 6x6HF26x6HF2 6x6HF2 ---------------------------------------------------- 6x6HF2 ---------------------------------------------------- 6x6HF2', -------------------------------------------------------------- 4x4PTHF2 44PTHF2 HEADERS IN NON LOAD BEARING WALLS AT LOCATIONS WHERE A HEADER IS NOT SPECIFICALLY CALLED OUT ON PLAN REFER TO THE DETAIL BELOW: (3) 2 X 4 HF/DF 2 (2) 2 X 6 STUDS OR (2) 2 X 6 HF/DF 2 OR PER HOLD-DOWN SCHEDULE (2 PLCS) TYPICAL HEADER DETAIL (UNO) M CM Ci C!) TD1(5/S4.0) TD1(5/S4.0) M �1 TD1(5/S4.0) `TD1(4/S4.0) I H610 I HU3110 I I I I I - HU3)0 TD1 (5/S4.0) TD1(5/S4.0) SW-3: 10'-7" TD1(4/S4.0) SW-2: 22'-7" 6x6HF2 - __ a2H6 STRAPS- PER DET 4/S7.1 I - I - BATH 4Lil , 4x4HF2 - _ - -- BE 0 X w I o C3- - ,n - - - N 0 Cn H6 STRAP _ DET 5 S7.1)- _ FF 4x6HF2 _I H6 STREET 5/S7> L - - -BM 31-1.759 x 9.500 LS - - - - I 1-75ax9-.50OlSL - - - - - - BM 32-1.750 x 9.500 LSL ' 141-3.500 x 9.500 PSLN_2.2E J HU410 o - - - 0 9.5TJ1110 I - -;�L 16" O.C. I X 0 9.5 TJI 110 N - - - 16" O.C. m - BM 43-3.500 x 11.875 PS 2.2E I HUS614TF 4x4HF2 HUS612 4x4HF2 LU CV 0- - - - - - - - 00 � I N - - - Ln - - - 0 cM C , - - -I- BEDR00 3 4 x 6 DF 2 , H6 STRAP V 64F 2 - - H6 STRAP (DET 5/S7.1) - X 0 0 -__ � I N 4x4HF2-077777777777777 �D1 TD1(4/S4.0) 8B LS7.1 - ---------------------------------- ----- DTT1 Z 6 x 6 P PC6Z • - - TD1(04.0) I � 4x4HF2 = o a- a CXD r a x C O x - - - - - +I - - cfl O cio m 4x4HF2 O° TD1(5/S4.0) DTT1Z + 6x6PTHF2 4- PC6Z �i: 6x6HF2 TD1(51S4.0) - - - - N -- - - - - C N N F- d J T rl +I x ti _ �o 2X8PTHF2 m LEDGER S7.1 -- - - - - - 00 2X8 HF2 FIT-T!Z6x6PTHF2PC6Z S7.1 6x6HF2 TD1(4/S4.0) 1- Cl.- d ry- o -- - - -� - 00 TD1(4/S4.0) m � 4x4HF2 - - _ LL_ 6x6PTHF2 DTT1 Z P'UL 4x4HF2 m TD1(5/S4.0) 2X8PTHF2 _ a LEDGER r o ti o C11 C/D 6x6HF2 813 6x6PTHF2 DTT1 Z 71 PC6Z-- -------- ------ T SW-3: 10'-4" TD1(5/S4.0) TD1(5/S4.0) TD1(5/S4.0) 1ST FLOOR SHEAR WALLS/2ND FLOOR FRAMING SEISMIC FORCE RESISTING SYSTEM WOOD SHEAR WALLS FLOOR OR ---------------- ROOF DIAPHRAGM :,:,: SHOWN ON THIS SHEET SW SHOWN ON HOLD-DOWN SHOWN ON :... SHEET NUMBER WHERE DETAIL THIS SHEET '` THIS SHEET IS SHOWN HOLD-DOWN DETAIL NUMBER MSTXX OR TDX (2 /S7.0) MSTXX OR TDX (2 /S7.0) ABBREVIATIONS 1 SW = SHEAR WALL �I MIN LENGTH OF SW TD = TIE DOWN PER SW SCHEDULE @ S7.0 SW-1 : 141-51I N/R = NO HOLD-DOWN REQ'D SHEAR WALL MARK 0 MSTXXX = MST STYLE STRAP (EXAMPLE) TIE DOWN PER S.W. TABLE S7.0 MIN LENGTH OF TDX ( ) PER HOLD-DOWN SHEAR WALL SCHEDULE ON S7.0 (EXAMPLE) (EACH -END OF S.W.) DRAWING SYMBOL LEGEND = POST/COLUMN SUPPORTED BY A BEAM. DOES NOT CONTINUE TO FLOOR BELOW. = POST/COLUMN SUPPORTING A BEAM. (CONTINUES THRU THE FLOOR) = MULTI -PLY (2 MAX) 2 X STUD COLUMN. USE 2 -2 X 4 FOR 2 X 4 WALLS & 2 - 2 X 6 FOR 2 X 6 WALLS. TYPICAL (UNO) CITY OF EDIVIC DS BUILDING DIVI ON APPROVED PE Retrofit Epoxy Anchors shall be inspected by a qualified third party inspector. Provide Inspection reports to City Inspector. I I - - TYPICAL BEAM TO BEAM CONNECTION I I GT = GIRDER TRUSS BM 6-(2) 2 x 6 OF #2 TYPICAL MULTI PLY BEAM EXAMPLE - - NUMBER OF PLIES FRAMING PLAN NOTES 1. ALL BEAMS SHALL BE FLUSH UNLESS NOTE OTHERWISE ON THE PLAN. WINDOWS & DOOR HEADERS SHALL BE DROPPED (SEE NOTE 9). FLUSH BEAMS HAVE FLOOR SHEATHING ATTACHED DIRECTLY. DROPPED BEAMS ARE INSTALLED BELOW FLOOR FRAMING. 2. REFER TO THE TYPICAL HEADER DETAIL ON THIS SHEET FOR HEADERS NOT SPECIFICALLY CALLED OUT ON THIS PLAN. THIS DETAIL IS TYPICAL FOR NON -BEARING EXTERIOR WALLS. 3. UNLESS NOTED OTHERWISE, USE (2) 2 X 4 OR (2) 2 X 6 UNDER ALL HEADERS. (3) 2 X 4 STUDS OR (2) 2 X 6 STUDS MAY BE SUBSTITUTED FOR 4 x 4 POSTS PER PLAN. 4. GARAGE DOOR HEADERS (WHERE APPLICABLE) - UNLESS NOTED OTHERWISE ON THE PLAN. GARAGE DOOR HEADER BEAMS SHALL BE: 4.1. 4 X 10 DF/HF 2 FOR OPENINGS UP TO 9 FT; 4.2. 4 X 12 DF / HF 2 FOR OPENINGS UP TO 12 FT. 4.3. 4 X 4 DF / HF 2 SUPPORT POSTS AT EACH END OF HEADER BEAM. 5. STRAPS SHOWN ON THIS LEVEL ATTACH TO WALLS ABOVE AND BELOW (CENTERED ABOUT THE JOIST RIM. 6. SHEAR WALLS SHOWN ON THIS PLAN OCCUR BELOW THE FLOOR FRAMING. 7. PROVIDE CONTINUOUS SOLID BEARING TO THE FOUNDATION AT GIRDER TRUSSES, HIP MASTERS, BEAMS AND HEADERS. 8. IF MANUFACTURED FLOOR JOISTS ARE USED IN LIEU OF SOLID FRAMING (IF APPLICABLE), PROVIDE SHOP DRAWINGS FOR REVIEW. 9. FLOOR SHEATHING & NAILING: 9.1. FLOOR SHEATHING SHALL BE 4" T & G. 9.2. NAIL WITH 1 Od @ 6" O.C. AT PERIMETER AND 1 Od @ 12" O.C. IN THE FIELD - UNLESS OTHERWISE NOTED ON PLAN. 10. WALL TOP PLATE REQUIREMENTS - ALL TOP PLATES OF WALLS SHALL BE DOUBLE 2 X 6 (OR 2 X 4 IF ALLOWED). THE TOP PLATES MUST BE CONTINUOUS OVER HEADERS. DO NOT CUT DOUBLE TOP PLATES UNLESS ALLOWED PER THE FRAMING PLAN. ALL SHEETS/DRAWINGS CONTAINED IN THIS DOCUMENT ARE PROPERTY OF CUSTOM DESIGN & ENGINEERING, INC., AND ARE LICENSED TO THE ORIGINAL PURCHASING CLIENT (CLIENT). THE CLIENT MAY NOT SUBLICENSE, ASSIGN, OR TRANSFER THIS LICENSE TO A THIRD PARTY WITHOUT A WRITTEN APPROVAL OF CUSTOM DESIGN & ENGINEERING, INC. THESE DRAWINGS MAY NOT BE REUSED FOR OTHER PROJECTS WITHOUT THE PRIOR WRITTEN PERMISSION FRfI BIyffiE&&GINEERING, INC. o � 0 �E o � U LC) Q a, O z0� ) pw� [� U J^ E M an - Ln �S2N Uj CU N W W 00 0Uj Q C%� Q U Oo 0 0 J N O 00 m T W w � o z U o C) 0 U LU 0 Cl- ^ V / N CV O N C� M J o "' Q� � II z I W Q _ 11 U_ � � I O O Iz 0 0 I� J LJL I LL � c z w .o N II � U) z p[ I U r N RESU LU Aug 17 202 � F_ � r I CITY OF EDMONDS DEVELOPMENT SERVI ES U) o � DEPARTMENT z PROJECT # Y5=3013 SHEET NO S2,1 2 14 TJI 110 S7.1 N/R 2 TYPICAL I S7.1 MST37 (2/S7.0) I BM 17-(2) 2 x 6 OF #2 N/R 24" O.C. S7.1 RAFTER TO SHEAR WALL (S.W.) TD1(3/S4.0) I NIR I N/R BM 11 (2) 2 x 6 DF #2 NIR BM 16-(2) 2 x 6 OF # - - - - _�--- SW1.134 N/R B-(2)2x6 DF#�-�-�- - -�-�- -�- - _ SW-1 :33' 3° I I 1 SW 1: 3" BM 23-(2) 2 x 6 OF #2 - 75 X 14 ISL BLOCK NG - - SW 1: 4'-0" BM 25-1.750 x 14.000 LVL 2.0E MS�37 (2/STOa - - - - - - - - BM 22-(2) 2 x 6 DF #2- L UND Y I cjo 1 1 0 I OFFICE/GUEST _ _ --KITCHEN _ _ _ I N MST48 (807.0) 57.1 - M�T37 (2/S7.0) 1 1 I - - - - - - - - - - - - � I S7.1 I I I I I I I I I I I I I I I m - T 1(3/S4.0) - - - - - - - - - - - - - - �o N I BM 7-(2) 2 x DF #2 - _ _ - - - - - - CID BM 21-(2) 2 x 6 DF #2 p r MSTA 4 I 1 0 � `� MST37 (2/S7.0) -- - - - - - - - - - - Mup R09M-- 14TJI 110 I �- w 1 � - I � I � 24" O.C. 14 TJI 110 - - - - - - - - - - - - J 24 Q.0 N ----- ---- --- clj BM 20 (2) 2 x 6 DF #2 0 1 r t t----1---------t__j J TD1(3/S4.0) �Io J DN - - - - - - - -- I I I x I I I I I I I I I I I I I II �I T E TRY ti o EXTEND GARAGE T 1 ti - - - - - - - - - - - - - MSTC28 POST DOOR HEADER BMS I T 3 TO BEAM STRAP S7.1 m- - - - - - - - - - OVERSHEAR WALLS m m 1 UP S7.1 MST37 (9/S7.1) 6 z 6 HF 2 TYPICAL ALL LOCATIONS TD1(1�S4.0) BM 10 O 2 x 6 D #- - - SW 1: 8 2 - - DRAG STRUT I �, I I � I I I I I I I I � I I I I i n SW-1: 2'-6" BM 9-(2) 2 x 8 DF 2 - RAG STRUT z 6 HF 21 SW :2'-6" MST37 9/S7.1 14 TJI 560 �- 6 z 6 HF 2 _ B 1-6 x 12 DF #2 _ TD1(1/S .0) 6 6 HF _ BM -6 x 12 D #2 _ o 16" O.C. " T N TYPICAL 1 DROPPED SW-1: 2 0 DROPPE 6 6 HF 2 T q �o SW 1 : 2' 0" I 1 SW II ,12' 0" 1 1 1 1 $I--r 3 PLCS �.o 6 z 6 HF B 2-6 x 12 DF #2 6 z 6 F r- N 1 TD1(1/S4.0) I DROPPED TD1(3/S4.0) 4x4,PTHF2� LIVING ROOM c TD1(1/S4.0)L L L - TD1(1/S4.0) 4 x 4 PT HF 2 EPC4 _ _ _ _ _ - _ - _ _ - TD1(1/S4.0) EPC4Z BM 8-4 x�8 OF #2 _ _ _ _ _ _ _ _ _ _ - _en TD1(1/S4.0) MST48 (807.0) MSTC28 POST 10 BM 14-(2) 2 x 6 OF #2 I - - - - - - - - - - - TO BEAM STRAP S7.1 6z6HF2 2 I Lu - - - - - - - - - N S7.1 z �� N J BM 13-(2) 2 x 6 OF #2 MST48 (807.0)7.0) MSTC28 POST 10 I - - - - - - - - - 6 z 6 HF 2 TO BEAM STRAP 57.1 MST37 (807.0) � I O N MAIN BATH � 2 Q N S7.1 M WALK-IN _ En - - -- - - I co z MST37 (2/S7.0) I _ _ _ _ CLOSET _ _ - - - - - - - - - - - - - � MSTC28 POST 10 BM 24-1.750 x 14.000 L 2.0E 6 z 6 HF 2 57.1 BM 12-(2) 2 x 6 DF #2 T T T T T T ----To T T TO BEAM STRAP SW-1:�' 6" MST37 (2/S7I0) SW-1: 3'-9" MST37 (2/S7.0) 1 1 1 1 1 1 1 1 1 1 MST37 (2/S7.0) MST37 (2/S7.0) MST37 (2/S7.0) HEADERS IN NON LOAD BEARING WALLS AT LOCATIONS WHERE A HEADER IS NOT SPECIFICALLY CALLED OUT ON PLAN REFER TO THE DETAIL BELOW: (3) 2 X 4 HF/DF 2 (2) 2 X 6 STUDS OR (2) 2 X 6 HF/DF 2 OR PER HOLD-DOWN SCHEDULE (2 PLCS) TYPICAL HEADER DETAIL (UNO) MST37 (2/S7.0) 24" O.C. 2ND FLOOR SHEAR WALLS/ROOF FRAMING SEISMIC FORCE RESISTING SYSTEM WOOD SHEAR WALLS FLOOR OR ---------------- ROOF DIAPHRAGM :::::::::::::::::::: SHOWN ON THIS SHEET SW SHOWN ON HOLD-DOWN SHOWN ON THIS SHEET SHEET NUMBER WHERE DETAIL THIS SHEET IS SHOWN HOLD-DOWN DETAIL NUMBER MSTXX OR TDX (2 /S7.0) MSTXX OR TDX (2 /S7.0) ABBREVIATIONS 1 SW = SHEAR WALL �I MIN LENGTH OF SW TD = TIE DOWN PER SW SCHEDULE @ S7.0 SW-1 : 141-511 N/R = NO HOLD-DOWN REQ'D SHEAR WALL MARK 1O MSTXXX = MST STYLE STRAP (EXAMPLE) PER S.W. TABLE S7.0 MIN LENGTH OF TDX (TIE DOWN) PER HOLD-DOWN SHEAR WALL SCHEDULE ON STO (EXAMPLE) (EACH -END OF S.W.) 1 S7.1 DRAWING SYMBOL LEGEND = POST/COLUMN SUPPORTED BY A BEAM. DOES NOT CONTINUE TO FLOOR BELOW. = POST/COLUMN SUPPORTING A BEAM. (CONTINUES THRU THE FLOOR) = MULTI -PLY (2 MAX) 2 X STUD COLUMN. USE 2 -2 X 4 FOR 2 X 4 WALLS & 2- 2 X 6 FOR 2 X 6 WALLS. TYPICAL (UNO) CITY OF EDIVIC 1IS DS BUILDING DIVInoON APPROVED PE ROOF FRAMING PLAN NOTES 1. ALL BEAMS SHALL BE FLUSH UNLESS NOTE OTHERWISE ON THE PLAN. WINDOW & DOOR HEADERS SHALL BE DROPPED (SEE NOTE 9). FLUSH BEAMS HAVE FLOOR SHEATHING ATTACHED DIRECTLY. DROPPED BEAMS ARE INSTALLED BELOW FLOOR FRAMING. 2. REFER TO THE TYPICAL HEADER DETAIL ON THIS SHEET FOR HEADERS NOT SPECIFICALLY CALLED OUT ON THIS PLAN. THIS DETAIL IS TYPICAL FOR NON -BEARING EXTERIOR WALLS. 3. UNLESS NOTED OTHERWISE, USE (2) 2 X 4 OR (2) 2 X 6 UNDER ALL HEADERS. (3) 2 X 4 STUDS OR (2) 2 X 6 STUDS MAY BE SUBSTITUTED FOR 4 x 4 POSTS PER PLAN. 4. STRAPS SHOWN ON THIS LEVEL ATTACH TO WALLS ABOVE AND BELOW (CENTERED ABOUT THE JOIST RIM. 5. SHEAR WALLS SHOWN ON THIS PLAN OCCUR BELOW THE FLOOR FRAMING. 6. PROVIDE CONTINUOUS SOLID BEARING TO THE FOUNDATION AT GIRDER TRUSSES, HIP MASTERS, BEAMS AND HEADERS. 7. IF MANUFACTURED FLOOR JOISTS ARE USED IN LIEU OF SOLID FRAMING (IF APPLICABLE), PROVIDE SHOP DRAWINGS FOR REVIEW. 8. ROOF SHEATHING & NAILING: 8.1. ROOF SHEATHING SHALL BE 2" (OSB OR COX). 8.2. NAIL WITH 1 Od @ 6" O.C. AT PERIMETER AND 1 Od @ 12" O.C. IN THE FIELD - UNLESS OTHERWISE NOTED ON PLAN. 9. WALL TOP PLATE REQUIREMENTS - ALL TOP PLATES OF WALLS SHALL BE DOUBLE 2 X 6 (OR 2 X 4 IF ALLOWED). THE TOP PLATES MUST BE CONTINUOUS OVER HEADERS. DO NOT CUT DOUBLE TOP PLATES UNLESS ALLOWED PER THE FRAMING PLAN. I - - TYPICAL BEAM TO BEAM CONNECTION I GT = GIRDER TRUSS TYPICAL MULTI PLY BEAM EXAMPLE BM 6-(2) 2 x 6 OF #2- NUMBER OF PLIES 7 ALL SHEETS/DRAWINGS CONTAINED IN THIS DOCUMENT ARE PROPERTY OF CUSTOM DESIGN & ENGINEERING, INC., AND ARE LICENSED TO THE ORIGINAL PURCHASING CLIENT (CLIENT). THE CLIENT MAY NOT SUBLICENSE, ASSIGN, OR TRANSFER THIS LICENSE TO A THIRD PARTY WITHOUT A WRITTEN APPROVAL OF CUSTOM DESIGN & ENGINEERING, INC. THESE DRAWINGS MAY NOT BE REUSED FOR OTHER PROJECTS WITHOUT THE PRIOR WRITTEN PERMISSION % �1yffiEBG�V NGINEERING, INC. LU UL o ru = o �o o U L Q�� z 0 Li p U J^E w - Ln � E W cm C U CV w w 00 0 Q cr) C%� Q LU U z a, o 0cy) 0 o J N 0 00 m T W I -I -I � Q o z o ULU 'D U � O J N O N J C� M o Ln Q w cf) z �� II o Q z o o I� JLL All L.L 1 L I F_ Q O c z o w .N I cc-_ °C I� CV `� RESU LU Aug 17 202 F- F_ �r I CITY OF EDMONDS DEVELOPMENT SERVI ES DEPARTMENT o z PROJECT # Y5=3013 SHEET NO S2.2 ►AI MST27 STRAPS WALL SILL PLATE MST27 STRAPS BEAM PER PLAN •o o• 0. Da '0. .0. •0. .0. CONT. TOP PLATES .o' L" L 'I 6X6OF2POST BOUNDARY MEMBERS (2 - 2 X STUDS) BOUNDARY MEMBERS (2 - 2 X STUDS) PER SHEAR WALL SCHEDULE PER SHEAR WALL SCHEDULE PER S7.0 PER S7.0 E #5 VERT BARS HOLD-DOWN PER PLAN (2 PLCS) HOLD-DOWN PER PLAN (2 PLCS) J #4 HORIZ BAR (3) #5 VERT BARS A SECTION (NO SCALE) T_R 3" °r A N #4 HAIR PIN 6" REINFORCEMENT SLAB PER PLAN (AT EACH HOLD-DOWNS) #4@8"O.C. STD HOOK (TYP) 91, TYp " FOOTING PER PLAN RAISED FOUNDATION WALL & PORTAL FRAME DETAIL (NO SCALE) SHEATHING PER SW SCHEDULE 2 X SILL PLATE 2X RIM JOIST r EDGE NAILING 2X OR 3X PT SILL PER SW SCHEDU AS REQ'D PER SW SCHEDULE ML '-'O�// SHEATHING d PER SW SCHEDULE a JOIST PER PLAN .a A.B. PER TABLE 2/S-1. IN NON SW AREAS, INSTALL 2' 0 X 10" A.B. @ 48" O.C. METHOD 1 — SHEATHING TO SILL CONNECTION SHEATHING 2X OR 3X PT SILL PER SW SCHEDULE AS REQ'D PER SW SCHEDULE ABUTTING EDGE 2X RIM JOIST EDGE NAILING 2X OR 3X PT SILL PER SW SCHEDULE AS REQ'D PER SW SCHEDULE Vr / SHEATHING 411 PER SW SCHEDULE JOIST PER PLAN A.B. PER TABLE 2/S-1. IN NON SW AREAS, INSTALL z"0X10"A.B.@48"O.C. METHOD 2 — SHEATHING TO SILL CONNECTION SHEATHING SPLICE HOLD DOWN PER METHOD 1 OR 2 PER PLAN STRAP TYPE ABOVE HOLD DOWN COUPLING NUT PER PLAN ADD 2 X FULL DEPTH BLOCK ° THREADED ROD PER @ HOLD-DOWN LOCATION SW SCHEDULE A.B. PER SW SCHEDULE s #4 BAR AT STRAP / ADD 2 X FULL DEPTH BLOCK ' @ HOLD-DOWN LOCATION REFER TO FOOTING REFER TO FOOTING DETAILS FOR REINFORCEMENT DETAILS FOR ° a REINFORCEMENT STRAP TYPE HOLD—DOWN @ FOOTING HD OR PHD TYPE HOLD—DOWN @ FOOTING REFER TO HOLD-DOWN SCHEDULE FOR LIMITATIONS REFER TO HOLD-DOWN SCHEDULE FOR LIMITATIONS TYPICAL HOLD—DOWN ATTACHED ABOVE FLOOR FRAMING (NO SCALE) SHEAR WALL (WHERE IT OCCURS) BOUNDARY NAILING PER S.W. SCHEDULE (S7.0) SILL PLATE NAILING PER S.W. SCHEDULE (S7.0) S.W. (WHERE IT OCCURS) '"0 X 12" ANC. BOLT @ 12" O.C. 12" X 12" 3 X 10 PT HF 2 LEDGER #4 DOWEL @ 18" O.C. SLAB PER PLAN IUS HANGER TO SUIT BOUNDARY NAILING\\/ PER S.W. SCHEDULE (S7.0) FLOOR JOIST /\\ 311PER PLAN. FLOOR SYSTEM REQUIRED PRIOR '4 $ TO BACK -FILL #4 BAR @ 10" O.C. j / o h 6 ANCHOR BOLT • a' @ 16" O.C. X 6 OF 2 POST (GRADE 60) \/ \/ d #4 DOWEL @ 10" O.C. DAMP PROOF WALL. / REINFORCED SLAB REFER TO ARCH. DETAILS j\/ PER PLAN. REGO PRIOR TO BACK -FILL 4. \ 2411 \ \\\\\\\\\ (3) #4 CONT. BAR GRADE 60 CONCRETE WALL DETAIL (NO SCALE) NOTES: 1. FOOTING DRAINS ARE PER ARCH. DRAWINGS. 2. 3" COVER REQUIRED (UNO) 3. USE GRADE 60 REINFORCEMENT. 4. SOIL PASSIVE PRESSURE = 60 PCF 5. SOIL PASSIVE PRESSURE = 350 PCF 6. COMPACT BASE FOOTING TO 90% PROCTOR 7. ALL WOOD MEMBERS CONTACT TO CONCRETE SHALL BE PRESSURE TREATED ALONG W/ GALVINIZED BOLTS AND CONNECTORS (SEE NOTES ON SHEET S-1). Retrofit Epoxy Anchors shall be inspected by a qualified third party inspector. Provide inspection reports to City nspector. HOLD-DOWN PER PLAN I ° Z/— 2 X SILL o PT SILL PER S.W. SCHEDULE POST INSTALLED ANCHOR DETAIL — AT CRAWL SPACE SPECIAL INSPECTION AND OBSERVATION REQUIRED TO ENSURE EPDXY SYSTEM IS APPLIED PER MANUFACTURERS REQUIREMENTS ANCHOR ROD TD1- TD3 USE a'0, TD4 USE a"0 TD5-TD7 USE 1 "0 (ASTM A36). EMBED 12" MINIMUM INTO FOOTING. REFER TO THE HOLD-DOWN TABLE FOR UPLIFT LOAD REQUIREMENTS. USE SIMPSON XP EPDXY SYSTEM. EXISTING FOUNDATION STEM WALL CITY OF EDM DS BUILDING DIVI ON APPROVED PE S.W. (WHERE IT OCCURS) — HOLD-DOWN PER PLAN 12" X 12" #4 DOWEL @ 18" O.C. SLAB PER PLAN --\ BOUNDARY NAILING PER S.W. SCHEDULE (S7.0) SILL PLATE NAILING PER S.W. SCHEDULE (S7.0) $"O X 12" ANC. BOLT @ 12" O.C. - 3 X 10 PT HF 2 LEDGER a SUB -FLOOR — IUS HANGER TO SUIT FLOOR JOIST PER PLAN. FLOOR SYSTEM REQUIRED PRIOR TO BACK -FILL "X 6 ANCHOR BOLT @ 16" O.C. HOLD-DOWN @ BASEMENT WALL (NO SCALE) 2 X 8 OR 2 X 10 SILL NEW SUB -FLOOR PER PLAN — LU210 OR LU28 JOIST PER PLAN EXISTING FOUNDATION SILL PLATE U ry— Q ry— LU EXISTING JOIST $'0 A307 GALV. BOLT WITH 16" THK WASHER \/ UNDER HEAD & NUT \ @ 16" O.C. NEW JOIST TO EXISTING FOUNDATION CONNECTION ALL SHEETS/DRAWINGS CONTAINED IN THIS DOCUMENT ARE PROPERTY OF CUSTOM DESIGN & ENGINEERING, INC., AND ARE LICENSED TO THE ORIGINAL PURCHASING CLIENT (CLIENT). THE CLIENT MAY NOT SUBLICENSE, ASSIGN, OR TRANSFER THIS LICENSE TO A THIRD PARTY WITHOUT A WRITTEN APPROVAL OF CUSTOM DESIGN & ENGINEERING, INC. THESE DRAWINGS MAY NOT BE REUSED FOR OTHER PROJECTS WITHOUT THE PRIOR WRITTEN PERMISSION FgrR E8ghENGINEERING, INC. o Iu 0 ]�E �E_ o U �Q� O c� z 0 n LLJ w 3 p rr) U J^E w — Ln � E W Cfl C U CV CD W LU 00 p Q cr) Cl)LU Q A_ ' ) C/) z rn o o � J CV 0 � Q m T W w � z U w 0 o o U w 0 Cl- N 0 M o Ln C!) J I QI � I W 0 z 0 Q z o o z"' c z o w 0 N� I� � U_ p[ I U RESU LU Aug 17 202 � � �r I CITY OF EDMONDS DEVELOPMENT SERVI ES 0 Z DEPARTMENT PROJECT # Y5-3013 SHEET NO SILL PLATE PT SILL PLATE #4 @ 14" O.C. (NO LESS THAN 2 BARS) JOIST PER PLAN 03, SEE NOTE 5.1 cm W _ SILL PLATE NAILING PER S.W. TABLE ON S7.0 BOUNDARY NAILING PER S.W. TABLE ON S7.0 RIM JOIST $'0 X 10" ANCHOR BOLT BOUNDARY NAILING PER S.W. TABLE ON S7.0 a #4 @ 14" D.C. 611 STD HOOK a PER PLAN (2) #4 CONT. BARS PER PLAN TYPICAL FOOTING WITH CRAWLSPACE 03, SEE NOTE (NO SCALE) NOTES: 1. MAXIMUM ALLOWED HEIGHT OF WALL IS 4 FT. 2. 3" COVER REGO FOR ALL REINFORCEMENT. 3. USE GRADE 40 OR GRADE 60 REINFORCEMENT. 4. REFER TO SHEAR WALL TABLE ON S7.0 FOR THE BOLTED SILL PLATE. 3 X REQUIRED FOR SW-3 AND GREATER. 5. ANCHOR BOLT (A.B.) REQUIREMENTS: 5.1. ALL WASHERS SHALL BE 3 X 3 X 4' PLATE. MAX DISTANCE FROM EDGE OF PLATE WASHER TO SHEATHING SHALL BE 1/2". 5.2. SPACE A.B. @ 48" O.C. IN NON SHEAR WALLS. 5.3. FOR A.B. AS SPECIFIED PER THE SHEAR WALL (S.W.) PLANS, REFER TO S.W. TABLE ON S7.0. 1/4" PER FT SLOPE (AWAY FROM POST) GRADE POST PER PLAN a a a a a a a a� MIDDLE IN - PER PLAN REINFORCEMENT PLAN INTERIOR FOOTING (NO SCALE) NOTES 1) REINFORCEMENT IN EACH DIRECTION 2) 3" COVER IS REQUIRED ABU44 FOR 4 X 4 POST ABU46 FOR 4 X 6 POST ABU66 FOR 6 X 6 POST "' "' " I r NAILING TABLE ON S7.0 MARY NAILING ).W. TABLE ON S7.0 i@6"D.C. ARY NAILING N. TABLE ON S7.0 OPTIONAL SHEATHING SPLICE AT RIM (NO SCALE) a a a r a M cC PT SILL PLATE a #4 @ 14" O.C. (NO LESS THAN 2 BARS) a1'0 X 10"ANCHOR BOLT 03, SEE NOTE 5.1 BOUNDARY NAILING PER S.W. TABLE ON S7.0 SLAB PER PLAN #4 @ 16" O.C. 6" C EAR LU STD HOOK /\ d d d 4 / \ \ co a / PER PLAN (2) #4 CONT. BARS PER PLAN TYPICAL FOOTING WITH SLAB L (NO SCALE) NOTES: 1. MAXIMUM ALLOWED HEIGHT OF WALL IS 4 FT. 2. 3" COVER REQ'D FOR ALL REINFORCEMENT. 3. USE GRADE 40 OR GRADE 60 REINFORCEMENT. 4. REFER TO SHEAR WALL TABLE ON S7.0 FOR THE BOLTED SILL PLATE. 3 X REQUIRED FOR SW-3 AND GREATER. 5. ANCHOR BOLT (A.B.) REQUIREMENTS: 5.1. ALL WASHERS SHALL BE 3 X 3 X 4' PLATE. MAX DISTANCE FROM EDGE OF PLATE WASHER TO SHEATHING SHALL BE 1/2" 5.2. SPACE A.B. @ 48" O.C. IN NON SHEAR WALLS. 5.3. FOR A.B. AS SPECIFIED PER THE SHEAR WALL (S.W.) PLANS, REFER TO S.W. TABLE ON S7.0. SHEATHING PER THE SHEAR WALL SCHEDULE ON POST PER PLAN SHEET S7.0 SILL PLATE NAILING PER SHEET S7.0 BOUNDARY NAILING SILL PLATE PER SHEAR WALL SCHEDULE ON S7.0. z(3) 8d @ 6" O.C. a PER FOUNDATION PLAN zi / - a a s a a ^ a ° r M X\/ MIDDLE PER PLAN PERIMETER FOUNDATION WALL REINFORCEMENT PER PLAN FOOTING AT PERIMETER WALL (NO SCALE) NOTES 1) REINFORCEMENT IN EACH DIRECTION 2) 3" COVER IS REQUIRED STAGGER ANCHOR BOLTS STAGGER BOLTS FOR DOUBLE SHEATHED WALL a #3 TIES (TYP) FINISHED GRADE ABU (ZMAX) CONNECTOR TO SUIT POST NAIL PER MANUF REQMNTS (4) #4 BARS (2) PER CORNER 8" DIA PLINTH POST PER PLAN #3 TIES @ 4" O.C. CONNECTOR COLUMN CBSQ44 4 X 4 CBSQ46 4 X 6 CBSQ66 6 X 6 ZMAX - CONNECTORS REQUIRED a N < \XX\/ T X\� MIDDLE J PER PLAN REINFORCEMENT PER 6" HOOK (TYP) PLAN FOOTING AT EXTERIOR GRADE (NO SCALE) NOTES 1) REINFORCEMENT IN EACH DIRECTION 2) 3" COVER IS REQUIRED CITY OF EDM DS BUILDING DIVI ON APPROVED PE ALL SHEETS/DRAWINGS CONTAINED IN THIS DOCUMENT ARE PROPERTY OF CUSTOM DESIGN & ENGINEERING, INC., AND ARE LICENSED TO THE ORIGINAL PURCHASING CLIENT (CLIENT). THE CLIENT MAY NOT SUBLICENSE, ASSIGN, OR TRANSFER THIS LICENSE TO A THIRD PARTY WITHOUT A WRITTEN APPROVAL OF CUSTOM DESIGN & ENGINEERING, INC. THESE DRAWINGS MAY NOT BE REUSED FOR OTHER PROJECTS WITHOUT THE PRIOR WRITTEN PERMISSION F Vffaff qIftENGINEERING, INC. o ru 02 2 0 � o U L Q O 3 z0n� pw� w — Lo N CR 5 � a) w co CU N z o w w 00 0LU > � Q Q U) o � o J N 0 00 m T W w � z ULU 0 o o U w 0 N 0 cV C� M cn Lf J J I QII � I W z 0 Q z o z"' c z o w o .N CC ICC I� LL— p[ I U RESU Aug 17 202 I--- �r CITY OF EDMONDS DEVELOPMENT SERVIC ES cn Z DEPARTMENT PROJECT # Y5=3013 SHEET NO S4,1 HOLD-DOWN SCHEDULE - HOLD DOWNS ATTACHED TO CONCRETE MARK TYPE CAPACITY ANCHOR BOLT (MONO POUR) ANCHOR BOLT (TWO POUR) NUMBER OF STUDS / SOLID COLUMN NAILS / SCREWS /BOLTS TD1 STHD14 OR HDU4-SDS2.5 3285 SSTB24 (FOR HDU4) SSTB24 (FOR HDU4) (2) 2 X HEM -FIR 30 -1 Od (0.148" DIA) TD2 HDU5-SDS2.5 (SPF/HF) 4065 SSTB24 (FOR HDU5) SSTB24 (FOR HDU5) (2) 2 X DOUG-FIR 38 -1 Od (0.148" DIA) TD3 HDU5-SDS2.5 (DF/SP) 5645 -" 0 x 24 ASTM A307 -" 0 x 24 ASTM A307 (2) 2 X DOUG-FIR 40 -1 Od (0.148" DIA) TD4 HDU8 SDS2.5 7460 SSTB28 SSTB34 (2) 2 X DOUG FIR 20 --" X 3 - SCREWS TD5 HDU11-SDS2.5 9540 1" 0 X 24 ASTM A307 1" 0 X 24 ASTM A307 6 X 6 DF 2 POST 26 --" X 3 - SCREWS TD6 HDU11-SDS2.5 11175 1" 0 X 24 ASTM A307 1" 0 X 24 ASTM A307 6 X 6 DF 1 POST TD7 HDU14-SDS2.5 14445 1" 0 X 24 ASTM A307 1" 0 X 24 ASTM A307 6 X 6 DF 1 POST TD8 HD12 15510 1-1/8" X 24 ASTM A307 1-1/8" X 24 ASTM A307 6 X 6 DF 1 POST TD9 HD19 19070 1-1/4" X 24" ASTM 307 1-1/4" X 24" ASTM A307 6 X 6 DF 1 POST NOTES: 1. HOLDDOWNS SHALL BE MANUFACTURED BY THE SIMPSON STRONG -TIE CO, OR EQUIVALENT. 2. ALL BUILTUP STUDS SHALL RECEIVE SHEAR WALL EDGE NAILING. 3. INSTALL HOLD-DOWN BOLTS THRU THE THICKER SECTION OF THE SOLID POST. 4. 5/8" DIA ASTM A36 THREADED ROD EMBEDDED 12 INCHES IS ACCEPTABLE SUBSTITUTION FOR SST20, SST24, OR SST28. ADJUST STRAP TO PROVIDE NAIL SPACINGSHOWN 3/4" DIA ASTM A36 THREADED ROD EMBEDDED 12 INCHES IS ACCEPTABLE SUBSTITUTION FOR SST28 OR SST34. 5. ALL HOLD-DOWNS, FRAMING ANCHORS AND SHEAR WALLS MUST BE INSPECTED BEFORE COVERING. SLIT IN N SHEATHING o j � NAILS M T MAY BE HOLD-DOWN SCHEDULE - HOLD DOWNS ATTACHED BETWEEN FRAMED WALLS TYP NAILING (NOT ALL NAILS (NEAR STRAP) TYPE (2) CAPACITY (3)(4) NUMBER OF STUDS / SOLID COLUMN NAILS / SCREWS /BOLTS MST37 2010 (2) 2 X HEM -FIR 30 -1 Od (0.148" DIA) SHOWN - FILL MST48 3105 (2) 2 X DOUG-FIR 38 -1 Od (0.148" DIA) ALL HOLES IN MST60 4800 (2) 2 X DOUG-FIR 40 -1 Od (0.148" DIA) BOTH STRAPS ADD 2 X FUL DEPTH BLOCK (2) MST48 6210 (2) 2 X DOUG-FIR (2) 38 -1 Od (0.148" DIA)** (UNO) @ HOLD-DOWN LOCATION (2) MST60 9600 (3) 2 X DOUG-FIR (2) 40 -1 Od (0.148" DIA)** STRAP ON BOTH 5.5" OR 7.5" FOR 2 X 4 WALL SIDES OF STUDS NOTES: 7.5" FOR 2 X 6 WALL (1) FILL ALL HOLES WITH 1 Od COMMONS NAILS (EXCEPTION SEE NOTE 3). lj/ (2) WHERE DOUBLE STRAPS ARE INDICATED SUCH AS (2) MST37 USE 1 Od X 1-1/2" COMMONS NAILS. SEE DETAIL A/S7.1 FOR DETAIL. DUXX HOLD- (3) THE VALUES ABOVE ARE BASED ON A 16" CLEAR SPAN WITH HEM -FIR HOLD-DOWN B DOUBLE STRAP FRAMING & WIND LOAD DURATION. AT EACH -SIDE OF WALL ** STAGGER NAILING PER DETAIL B A POST ALIGNMENT NO SCALE TYPICAL UPPER LEVEL SHEAR WALL LENGTH SHEAR WALL (SW) PANEL (WHERE IT OCCURS) AS DEFINED PER PLAN EDGE OF SW SHEATHING ..I I.. I I............ I ........... .. I I ...................... . EDGE OF SW SHEATHING I II III IIIIIII............. ......:.....:..... .......... ............ . ...I ... ..I1I .. ... .... ....... : ............. .I lI................... 1 ............................ '''•''•''''•. ......... ........... .II III PANEL BLOCKING ....�.I ........... ....... ......... . ............::........ ...........2 X FOR SW-1 & SW-2 ..... ...I l... ... .. ...II ! I ............. I t I 3 X FOR SW 3& GREATER SHEAR WALL EDGE/BOUNDARY I I ... . ... ... .. .I I MEMBER PER HOLD-DOWN I ,........ --- .1 1............ I' ���������� ���������� �������� �� �� FRAME NON -SHEAR WALLS SCHEDULE PER SW-1 REQ'MNTS OR TABLE 1/S-1 `. II.......... I :... ... .. ... ..: ... ... ..: :. ... .. ... ..:: I... .. ... ... .I .... ... .. ... ... ... ... ... I. ... .. .... .II ............, r............ I 1l...........i I HOLD-DOWN STRAP ............ I ............. I ...... I I...I I I............�I.. .. 1.I I... ... ....11 I ........... ! I .. ........ . ........I f I I PER PLAN HOLD-DOWN STRAP 1 ... ........1 PER PLAN I 1........... ........�.1 ...........1 1 ' LPT4 0R A35 CLIP SPACING PER SHEAR WALL I .... ... .. ... .I ,.. ... ... .. .. ,..... ..., ,... ... .....y (REQUIRED FOR SW-4 &GREATER. I ........... ... ... ... .. .. I....... ...I l... ... ... , °I 1I.... ... .. ....I ....... . .... .. ... . ... . I 1..... .. ..... 11 ............ ... .. ...J .. .. ... ...!I ... ... .. ... Y I ........... ! . .............III REFER TO DETAILS 4 & 5). bL...........; I II••••••••••• 111 . . 2 GAP I ��.�.�.�.�.�.�.�.�.�.�.� � ;.�.�........... I .�.�.�:�:�.�.�.�.�I EDGE OF SW SHEATHING ...........; ......... I a ADD (2) 2 X STUDS OR SAME SIZE MEMBER AS ABOVE / WHERE UPPER SW BOUNDARY MEMBER DOES NOT ALIGN WITH LOWER SW BOUNDARY MEMBER. NAILING OF THESE LOWERS MEMBERS SHALL F . . . . . . MATCH THE BOUNDARY NAILING OF THE MEMBERS ABOVE. �... .I I ............. 11.........I I.... .. ... .. I I... ... .. ...I I II............II............11....... ...I l... ... .. ... II. .. ... ... ..II 1, I II ...... .. ... ..I I.... ... ..I I. ... .. ... .. JI... ... .. ...II .......................I I L .........I Y L .......... I I II........... L........................I I......... L.................... I .......... . ........... TOP PLATE MUST PANEL BLOCKING °.......................... .......... ...... .. ...1 1 II ........................... ... ......... .... ... .. ... .. .. ... ... ... II............II...... .. ... ..I ,...... ..I I•... .. ... .. II.......... , 2 X FOR SW-1 & SW-2 I............ I I............ 1 I..........I 4 ........... I 1......... I I 1I1............1 1.............1 1 ........ I 1........... 11........ BE CONT.. OVER HEADER (UNO) 4 1............ 1 I............ 1 L ........I l ........... ° L ....... ..I I � HEADER 3 X FOR SW 3 & GREATER :........... : :............. : ......... : ::. ............ . ...........III. PANEL BLOCKING II............II........... ..I 1.... ... ..I I. ... .. ... ..III .�... .. ...II II............II........ ... ..I IIII................................. ..;I.I:..........................II:......................................II:. I............IIi III1I .............:......................;1 2 X FOR SW-1 & SW-2 II ................................... ... .. ... .. ... ..III... ... .. ...II ............ . ............ . ...........III..........., , 3 X FOR SW 3 & GREATER II ................................... ... .. ... .. ... ..III... ... .. ...II II............II............11.........1 ,... ... .. ...III. .. ... ... ..II EDGE OF SW SHEATHING ...........1 1 ......... 1 1...........1 1 1...........1 1 .I I.. ... ... .. ..1 I... ... ...I 1... ... .. ...I I I. .. ... ... ..I I. I I ... ... .. ... ..I I I. ... .. ... ..I I I... ... .. ...I 1.... '.'.'......... 1 ............ I i,,,,,,,,... i i.......... 1 I I .... ...... .. .... ... .. ... ... ........ ..II III........ ..II I. .. .... . . ............ . . ------ ...., , ..... ----- I I I... ---- --- 1- ________-__� 4-----------�14--------- ------- � 1 �------ -__a I SHEAR WALL BOUNDRY MEMBER (HOLD-DOWN SCHEDULE) I........... .I I ... ... .. ... ..II1... ... ..I I. ... .. ....I I I... I r...........•.'.'...'.'.'.'.'.'.'.'.I;1.......... L ...............I I !....................; I HOLD-DOWN TO FOUNDATION I I I i 1 1 II ....................................... ............III...........II (REFER TO PLAN FOR SIZE ......... , 1...........1 1 1 ...........1 1 II..........................111.........., ,... ... .. ...III. .. ... ... ..II 1............1 1.............111 ........ 1 1...........1 1 1.........1 1 HOLD-DOWN TO FOUNDATION I... ... .. ... .I I.. ... ... .. .. 111.. .. ... ...I 1... ... .. ...I I I. .. ... ... ..I I II............II.............I1....... ..I I. ... .. ... ..III... ... .. ...II I L.......... .I I.. ... ... .. .. Ill.. ..... ...1 1... ... .....I I I. ..... ... ..I I �•' & HOLD-DOWN SCHEDULE ; ........ 1 1...........1 1 1.......... 1 ............: :............: 1.......... ; ......... 3 I ...........; ; (REFER TO PLAN FOR SIZE FOR BOLT) ` I ... .. ... ... .. .... ... .. ... ...I1........., ,..........., 1 ,..........., , /��• II ........... .. ... ... ... .. ... ... .. ... .... ... ... .. ...III. .. ... ... ..II 1............1 ...............:.......... 1...........1 1 1...........1 , &HOLD-DOWN SCHEDULE FOR BOLT) I ... ... .. ... .. ... ... ... .. .. ..... .. ... .... .... ... .. ...I I I•.. ... ... ..I I II............II.............II1... ... ..I I. ... .. ... ..III... .. .. ...II I............I I.. .......... 111..........I 1...........1 l 1....•.......I I i \ II........... .I L.. ... .. ... ..III....... ..I I. .. ..... .III...... .. ...II .' II I I III II . .................... I I..I II I... .....I I I ..........I I 2 X PT HF 2 SILL I..........1 1 ... ......1 1 1 .......... 1 EDGE OF SW SHEATHING ................. ... .. ... ...I1.... ... .., ,. ... ... ...III..........,, ., ..... .. ... .. ... ... ... .. .. 111.. .. ... ..., , ... ... .. ..I I I•.. ... ... .., , ... .. ... ... .. .... ..........III.........,,.......... ... ... ..II FOR SW-1 & SW-2 ........... I I............ 111..........1 4 ........... L ..........I I �... ............II ........... ..II1....... .. 11. ... .. ... ..II ... ... ....II ...........II.......... ..11.. ..... ...I l... ... .. ...III. ... ... II �.... ...........II ............. 11;...... ..I I. ... .. ... ..III.. ... ..II ......... .I I .. ... ... .. ..:I II... ... .. ..III. .. ... II �.... 3 X PT HF 2 SILL " " f ... .. ... ... .. .... ... .. ... ...I1.........,,...........III..... II .. .. ... .. ... ... ... .. .. ...... ... .... .... ... FOR SW 3 & GREATER RIM JOIST (WHERE IT OCCURS) `;C II II II II ,� II Ci � II II II 11 TYPICAL MAIN/LOWER LEVEL all /41 SHEAR WALL (SW) PANEL 4 a a 4 2" 0 X 10 ANCHOR BOLT @ 48" O.C. EDGE OF SW SHEATHING IN NON -SHEAR WALLS SHEAR WALL LENGTH TYP ANCHOR BOLT AS DEFINED PER PLAN SIZE & SPACING PER SHEARWALL SCHEDULE TYPICAL SEGMENTED SHEAR WALLS (SW NO SCALE 1. REFER TO PLAN FOR SHEAR WALL LENGTH & HOLD-DOWN SIZES. 2. REFER TO SHEAR WALL SCHEDULE FOR SW PANEL SIZE, NAILING AND BLOCKING. 3. REFER TO SHEAR WALL SCHEDULE FOR BOUNDARY MEMBERS. 4. REFER TO HOLD-DOWN SCHEDULE FOR HOLD-DOWNS & BOLTS. REFER TO SHEET S-1 FOR LICENSE AND USAGE INFORMATION SW PER PLAN HOLD DOWN PER PLAN CHORD PER HOLD-DOWN SCHDULE TYPICAL BOTH ENDS OF SW SHEAR WALL SCHEDULE MARK CAPACITY (LB/FT) (1) SHEATHING (PLYWOOD/OSB) NAIL SIZE (3) EDGE NAIL SPACING (4) FIELD NAIL SPACING BOTTOM PLATE FLOOR) (6NAILING (2ND SILL PLATE CO (NO) 0 FOUNDATION SHEAR CLIP PACIDETAILS)LTP4 OR TYP FRAMING (U.N.0 FRAMING GET (BUTTING FOUNDATION S ES L PLATES SW-1 213 7/16 8d (0.131" DIA) 6 SEE NOTE 5 16d @ 6" O.C. 2" X 10 @ 35" O.C. LTP4 or A35 @ 16" O.C. 2 X 2 X 2 X (2) 2 X SW-2 254 7/16 8d (0.131" DIA) 4 SEE NOTE 5 16d @ 4" O.C. 2" X 10 @ 30" O.C. LTP4 or A35 @ 16" O.C. 2 X 2 X 2 XA ID SW-3 350 7/16 8d (0.131" DIA) 3 SEE NOTE 5 16d @ 4" O.C. 2" X 10 @ 20" O.C. LTP4 or A35 @ 16" O.C. 2 X 3 X 3 X 2 X SW-4 492 15/32 1 Od (0.148 DIA) 3 SEE NOTE 5 16d @ 3" O.C. $" X 10 @ 24" O.C. LTP4 or A35 @ 12" O.C. 2 X 3 X 3 X SW-5 631 15/32 1 Od (0.148 DIA) 2 SEE NOTE 5 16d @ 2" O.C. $" X 10 @ 18" O.C. LTP4 or A35 @ 9" O.C. 2 X 3 X 3 X (2) 2 X SW-6 836 32 BOTH SIDES 1 Od (0.148 DIA) 4 SEE NOTE 5 a"DIA LAG SCREW @ 4" 0 C 4" X 10 @ 18" O.C. SEE DETAIL 1 2 X 3 X 3 X (2) 2 X SW-7 1200 32 BOTH SIDES 1 Od (0.148 DIA) 3 SEE NOTE 5 4" DIA LAG SCREW @ 3" 0 C 4" X 10 @ 14" O.C. SEE DETAIL 1 2 X 3 X 3 X (2) 2 X SW-8 1540 32 BOTH SIDES 1 Od (0.148 DIA) 2 SEE NOTE 5 4" DIA LAG SCREW @ 3" D.C. 4" X 10 @ 24" O.C. SEE DETAIL 1 2 X 3 X 3 X (2) 2 X NOTES 1 ALLOWABLE SHEAR CAPACITY ASSUMES HEM -FIR FRAMING, AND IS BASED ON THE 2018 IBC WITH INCREASES FOR LOAD DURATION. SW-7 & SW-8 REQUIRES DOUG-FIR FRAMING. _ 2 UPON ENGINEERS APPROVAL, 19/32" RATED SHEATHING MAY BE USED WITH NO CAPACITY REDUCTION. SHEATHING PER SCHEDULE O.S. INDICATES ONE SIDE OR WALL TO BE SHEATHED, B.S. INDICATES SHEATHING ON BOTH SIDES. 3 8d NAILS = 0.131" dia 1Od NAILS = 0.148" dia 4 FOR SHEAR WALL TYPES SW-3 AND HIGHER, ALL PANEL EDGE NAILING AND FOUNDATION SILL NAILING TIIN I SHALL BE STAGGERED. LTP4 @ 12" O.C. 5 12" FIELD NAILING FOR STUDS 16" O.C. AND 6" FIELD NAILING FOR STUDS 24" O.C. 6 WHERE LAG SCREWS ARE REQUIRED, SCREW LENGTH MUST BE ADEQUATE TO ENSURE 2-1/41, F PENETRATION OF THE LAG INTO THE RIM JOIST BELOW. PRE DRILL WITH 3/161, DIA LEAD HOLE. F SHEATHING PER SCHEDULE � 7 ADDITIONAL BOTTOM PLATE ANCHORS ARE ONLY REQUIRED AT WALLS DESIGNATED ON PLANS AS PERFORATED SHEAR WALLS. THESE ANCHORS ARE NOT REQUIRED AT FOUNDATION SILL PLATES. 8 ALIGN STRAPS WITH WALL STUDS AND CENTER AT FLOOR SHEATHING. 9 WALLS WITH OUT SHEAR WALL ID SHALL CONFORM SW-1. 10 3" x 3" x 1/4" GALVANIZED PLATE WASHER IS REQUIRED. EMBED ANCHOR BOLTS 7.5" MINIMUM. REFER TO S-1 TO PRESSURE TREATING NOTES FOR ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED LUMBER. REFER TO FOUNDATION WALL SILL BOLTING REQUIREMENTS WHERE ANCHOR BOLT SPACING MAY LESS THAN SHOWN PER THIS TABLE. 11 REFER TO HOLD-DOWN TABLE WHERE SHEAR WALL EDGE MEMBERS ARE CONTROLED BY THE REQ'D HOLD-DOWN. AS A MINIMUM REQUIREMENT, A 3X MEMBER AT HOLD DOWNS SHALL BE USED. WHERE (3) 2 X MEMBERS ARE REQUIRED PER THE HOLD-DOWN TABLE, USE (1) 3 X & (1) 2 X. 12 ALL HOLD-DOWNS, FRAMING ANCHORS AND SHEAR WALLS MUST BE INSPECTED BEFORE COVERING. 13 FOR DOUBLE SIDED SHEAR WALLS - DO NOT INSTALL SECOND SHEATHING LAYER UNTIL ITEM 12 ABOVE IS SATISFIED. 2-16d @ 6" O.C. TYP �2XNONSW 3 R HOLD DOWN AT CORNER (WHERE IT OCCURS V SW1 SW3 ONLY HD PER PLAN (TD1-TD4 ONLY) ANCH BOLT TO ATTACH HD PER HOLD-DOWN SCHEDULE. AND PER DET 7. SW BOLT SPACING PER SHEARWALL SCHEDULE GRADE BTM PLATE PER SHEARWALL SCHEDULE cn SLAB PER PLAN o � I a CONFINEMENT REINF. \ PER DET 7 BOLTED/LAG BOLTED HOLD-DOWN INSTALLATION WHERE SLAB OCCURS ------------------------------------------------------------------------------------------------------------------------------------- ANCH BOLT PER ADD ADDITIONAL STUDS SHEARWALL SCHEDULE AT CORNER WALLS TO FULLY ATTACH STRAP TO SHEAR WALL STHD14 WHERE STRAP IS INSTALLED 8" FROM EDGE. 8" MIN FROM STITCH STUDS WITH CORNER OF WALLS 12d @ 4" O.C. X 2 STAGGERED ROWS (INSTALL BETWEEN STUD & SHEATHING) SLAB WHERE IT OCCURS �_j 'K ADD 1-No 4 RE -BAR 24" LONG AT HPA STRAPS OPTIONAL STHD14 INSTALLATION WHERE SLAB OCCURS (TD1 & TD2 ONLY) TYPICAL HOLD-DOWN ATTACHED DIRECTLY TO CONCRETE -4" 0 LAG BOLTS PER SCHEDULE 4 X D - OF 2 FOR SAWN JOIST 3.5XD-LVL FORTJ (LENGTH TO EQUAL SW ABOVE) FILLER I A35 @ 16" O.C. o LTP4 @ 12" O.C. SW PER PLAN FLOOR JOISTWHERE IT OCCURS 1A APPLIES TO SW-6 ONLY DOUBLE SIDED SHEAR WALL CONNECTION DETAILS (SW -7 THRU SW-8) 10d NAILING (TYP) 411� 2 (2) 2 X TOP PLATE SHEATHING �::.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:. `V (2) 2 X STUD EDGE MEMBER NAILING REQUIREMENTS @ 2 X TOP PLATES & EDGE MEMBERS FOR SW-5 & SW-8 2 BRACED WALL PANEL PLAN STUD WALL FRAMING SHEATHING PER SHEARWALL SCHEDULE SILL PLATE NAILING 2 X BLOCKING PER SHEARWALL SCHEDULE TO SPAN FULL LENGTH OF SHEAR WALLS FLOOR SHEATHING BOUNDARY NAILING PER SW SCHEDULE 1 2 GAP (TYP TOP PLATE & BTM SILL) STRAP STRAP PER PLAN (2) 2 X BLOCKS (IF REQUIRED) WHERE TO OCCURS DO NOT CUT JOIST A35 CLIP PER SW SCHEDULE (SW-4 THRU SW-7) STUD WALL FRAMING BRACED WALL PANEL PER PLAN SHEATHING PER SHEARWALL SCHEDULE EXTERIOR BRACED WALL AT PARALLEL JOIST 4$" MIN z rM HOLD-DOWN PER PLAN SHEAR WALL BOUNDARY MEMBER TIE ROD TO FOOTING VERT. REINF. (2) BARS REQ'D @ ANCHOR ROD ANCHOR ROD PER HOLD-DOWN SCHEDULE CONC. WALL & SILL PLATE STEM WALL R 3" CONFINEMENT 00 REINFORCEMENT 2 #4 STIRRUPS 6" BRACED WALL PANEL PLAN SHEATHING PER SHEARWALL SCHEDULE 2 X BLOCKING TO SPAN FULL LENGTH OF SHEAR WALLS BOUNDARY NAILING PER SW SCHEDULE 1/2" GAP (TYP TOP PLATE & BTM SILL) STRAP SILL PLATE GRADE - / I A h - ---------- ----------- ------L---- Q � ~ I © I d � v. I d BEND BARS & - -- -1`­_ -_-4_V117-7 ------ � -. i-�- -- . EXTEND 40" BEYOND - `' dd d .1 d a d. d l 4 -- ----- - d---------- -'A- a d a�\ ; TYPICAL FOUND.HOOKED BAR FAILURE PLANE \ INTO FOOTING TYPICAL FOOTING 4 II(ENGR. REF) REINF. PER FOOTING (REFER TO FOUNDATION DETAILS) -' 0 DETAILS. r THREADED ROD HOLD-DOWN REQUIREMENTS 1. THIS A TYPICIAL DETAIL IS APPLICABLE TO HOLD-DOWNS TD1-TD9. AND FOUNDATION WALLS AT LEAST 48" LONG. REFER TO SPECIFIC DETAILS FOR OTHER CONDITIONS. 2. THIS DETAIL IS APPLICABLE TO FOUNDATIONS WITH CRAWLSPACE. EXTEND THREADED ABOVE FLOOR RIM. STRAP PER PLAN (IF REQUIRED) - DO NOT CUT JOIST BRACED WALL PANEL PER PLAN SHEATHING PER SW SCHEDULE CITY OF EDM DS BUILDING DIVI ON ROVE 1� HING PER SCHEDULE A35 @ 16" O.C. SHEATHING PER SCHEDULE STUD WALL FRAMING SILL PLATE NAILING PER SW SCHEDULE /-- FLOOR SHEATHING A35 CLIP PER SW SCHEDULE(SW-4 THRU SW-7) STUD WALL FRAMING EXTERIOR BRACED WALL AT PERPENDICULAR JOIST EDGE MEMBER PER S.W. SCHEDULE ROD PER HOLD-DOWN SCHEDDULE-- MST48 STRAP (2) 2 X STUDS @ STRAP LOC (EACH -END) BOLTED -HOLD DOWN PER PLAN (2) 2 X PLATES 1 RIM JOIST TYP f MST48 STRAP 8�AHDR PER PLAN 8A FOR STRAP INSTALLATION v (2) 2 X STUDS / UNDER HDR (TYP) TYPICAL HOLD-DOWN OVER HEADER BEAM FOR TD2 HOLD-DOWNS & GREATER EDGE MEMBER PER S.W. SCHEDULE 4 n l STRAP OPTION STRAP HOLD-DOWN PER PLAN RIM JOIST (TYP) (2) 2 X PLATES HDR PER PLAN Ufn FOR MST48 STRAP INSTL ONLY. o � 0 :�i o 0 U �Q�U' 00 z rf )� O -1- owe C� J ^ E N FO LJJ C-0 c CV z o LJJ LJJ 00 0 � C/) Q Q LU T V J O Cy) O J CV O 00 m T LU w � Q z U LU 0 Cc o o C-3 w 0 N N 0 n, C/^, v �I. � IM J I QII LU z_ III II Q Iz Io N I� LL w I> CDuj >= z o Iw CD CD III RESU 1 I Aug 17 202 � F I CITY OF EDMONDS DEVELOPMENT SERVICES E DEPARTMENT o z PROJECT # Y5=3 013 SHEET NO S710 CITY OF EDMQNDS BUILDING DIVI$10N APPROVEP P 10d @ 4" O.C. W5�,Rt 2" CDX/OSB ROOF SHEATHING STAGGER PATTERN ROOF OR FLOOR 8d @ 6" O.C. 10d @ 6" O.C. 1 Od @ 6" O.C. 1 Od @ 12" O.C. 8d @ 6" O.C. 1 Od @ 6" O.C. 2" CDX/OSB ROOF SHEATHING SHEATHINGa PLYWOOD PLYWOOD FILLER & WEB STIFFENER FILLER & WEB STIFFENER .* A35 CLIP @ 24" O.C. 1lll � �Q� DRAG JOIST PER PLAN O U ZLij 0� w BOUNDARY NAILING U �^ n PER SHEAR WALL TABLE DBL TOP PLATES 1.75 X 14 LSL STRUCT FASCIA 1.75 X 14 LSL STRUCT FASCIA ON S7.0 E 1.75 X 14 BLOCKING 1.75 X 14 BLOCKING .AN TJI RAFTER PER PLAN SHEAR WALL PER PLAN SHEAR WALL BELOW FLOOR DRAG BEAM (NO SCALE) SECTION EAVE RAFTER RAFTER TO SHEAR WALL CONNECTION ; , NO SCALE (!2 NO SCALE z W W O O0 M �> or) C� SHEATHING PER PLAN SHEATHING PER PLAN EXTERIOR WALL L. j (WHERE IT OCCURS) (WHERE IT OCCURS) U) WALL TOP PLATES WALL TOP PLATES 2 X PT LEDGER (DEPTH TO MATCH JOIST) z 0 TOP PLATE DECKING PER PLAN ~ 0 z 0 o NOTE: IF (WHERE IT OCCURS) LU210 OR TO SUIT JOIST Co N H6 STRAPS OVERLAP, 2 X PRESSURE TREATED (ZMAX) cn INSTALL ON OPPOSITE RIM/JOIST PER PLAN TOP PLATES COLUMN FACES OF LOWER WALL H6 STRAPS NOTE: BEAM SHOWN FRAMED FLUSH WITH SHEATHING. BEAM FRAMED BELOW JOISTS IS SIMILAR. wTrninn WALL OF LC INTERIOR TJI JOI DECK LEDGER ATTACHMENT DETAIL (FOR DECKS BETWEEN FLOORS) NO WATER PROOFING IS PROVIDED THIS IS A STRUCTURAL DETAIL ONLY LEDGER H TO MATCH JOIST) CKING PER PLAN 10 OR TO SUIT JOIST V) 2 X PRESSURE TREATED JOIST PER PLAN ALV. BOLT iK WASHER 0&NUT DECK JOIST PER PLAN 6X12PTI NOTE: BEAM SHOWN FRAMED FLUSH WITH SHEATHING. BEAM FRAMED BELOW JOISTS IS SIMILAR. STEEL RAILING POST BY OTHERS JOIST PER PLP ?X10PTHF2 r (:8A) DECK JOISTS PERPINDICULAR fT Ab I IVI Alb UALV KUU W/ 3" X 3" X 4' PLATE WASHER COMMON TO WOOD BEAM (: $g DECK JOISTS PARALLEL TYPICAL GUARD POST RAILING & POST TO BEAM CONNECTION DETAIL H6 STRAP STEEL RAILING POST BY OTHERS INTERIC DECK TIE DETAIL CUT FLOOR SHEATHING SLIGHTLY (ENOUGH TO THE STRAP TO PASS THRU THE FLOOR SHEATHING) BLOCK (2) BAYS @ STRAP LOCATION (IN THE DIRECTION OF STRAP BEND) HOLD-DOWN OVER SUPPORTED BEAM BOUNDARY NAILING PER S.W. SCHEDULE FILL ALL HOLES OF STRAP (TYP) BEND REMAINDER OF STRAP UNDER BM AND DBL JOIST BLOCK (1) BAY @ STRAP LOCATION V I J 0 C'3 z_ Q rr LL LU J C3 cn m C? M Lo z 0 cn w c z o w p[ I U RESUE Aug 17 202 CITY OF EDMONDS DEVELOPMENT SERVI( E DEPARTMENT z PROJECT # Y5=3013 SHEET NO ALL SHEETS/DRAWINGS CONTAINED IN THIS DOCUMENT ARE PROPERTY OF CUSTOM DESIGN & ENGINEERING, INC., AND ARE LICENSED TO THE ORIGINAL PURCHASING CLIENT (CLIENT). THE CLIENT MAY NOT SUBLICENSE, ASSIGN, OR TRANSFER THIS LICENSE TO A THIRD PARTY WITHOUT A WRITTEN APPROVAL OF CUSTOM DESIGN & S7,1 ENGINEERING, INC. THESE DRAWINGS MAY NOT BE REUSED FOR OTHER PROJECTS WITHOUT THE PRIOR WRITTEN PERMISSION FftUb!d 3ffffiAENGINEERING, INC.