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APPROVED BLD RESUB 1 BLD2023-0737+Structural_Analysis_or_Calculations+8.7.2023_4.16.52_PM+3711782ABBREVIATIONS GENERAL STRUCTURAL NOTES A. DESIGN CRITERIA &LOADS 1. GOVERNING BUILDING CODE 2018 INTERNATIONAL BUILDING CODE WITH WASHINGTON STATE AMENDMENTS. 2. RISK CATEGORY............................................................................................................................................... II 3. CONSTRUCTION LOADS CONSTRUCTION LOADS (MATERIAL AND EQUIPMENT) SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT 4. LIVE LOADS ROOF................................................................................................................................................. 20 PSF FLOOR................................................................................................................................................ 40 PSF DECK................................................................................................................................................. 60 PSF 5. SNOW LOADS GROUND SNOW LOAD...................................................................................................................... 25 PSF FLATROOF SNOW LOAD...............................................................................................................17.5 PSF IMPORTANCEFACTOR.............................................................................................................................1.0 SNOWEXPOSURE FACTOR, Ce..............................................................................................................1.0 THERMALFACTOR Ct...............................................................................................................................1.0 MINIMUM ROOF SNOW LOAD.......................................................................................................... 25 PSF 6. WIND LOADS -ASCE 7-10 CHAPTER 28, PART 2 -ENVELOPE PROCEDURE BASIC WIND SPEED....................................................................................................110 MPH (ULTIMATE) EXPOSURE...................................................................................................................................................B 7. SEISMIC LOADS -ASCE 7-10 CHAPTER 12, EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCEFACTOR.............................................................................................................................1.0 SS.................................................................................................................................................1.286 g S1................................................................................................................................................. .4 0 53 g SDS.................................................................................................................................................1.029 g SD1.................................................................................................................................................0.559 g SITECLASS................................................................................................................................................. D SEISMICDESIGN CATEGORY.................................................................................................................... D BASIC SEISMIC FORCE RESISTING SYSTEM -LIGHT FRAMED WOOD WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE DESIGN BASE SHEAR..........................................................................................................7027 LBS (ASD) CS....................................................................................................................................................0.158 8. DEFLECTIONS ROOFTOTAL LOAD.............................................................................................................................. L/240 ROOFLIVE LOAD.................................................................................................................................. L/360 FLOORTOTAL LOAD............................................................................................................................. L/360 FLOORLIVE LOAD................................................................................................................................ L/480 B. GENERAL NOTES 1. NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL STRUCTURAL NOTES. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO BEGINNING WORK. ALL UNDERGROUND UTILITIES SHALL BE LOCATED BY THE CONTRACTOR PRIOR TO EXCAVATION. THE ARCHITECT AND FOR SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 3. COORDINATE DIMENSIONS WITH ARCHITECTURAL DRAWINGS. DO NOT SCALE STRUCTURAL DRAWINGS. 4. REFERENCE THE ARCHITECTURAL DRAWINGS FOR OPENINGS, INTERIOR AND EXTERIOR NON -BEARING WALLS, CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, FINISHES, STAIRS, AND DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 5. MEANS, METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERTY 6. THE CONTRACT DRAWINGS REPRESENT THE STRUCTURE IN ITS FINISHED STATE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS, AND VISITORS DURING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO BRACING, SHORING, AND SAFETY STANDARDS SUCH AS OSHA AND WSHA. A VISIT TO THE SITE BY THE FOR SHALL NOT INCLUDE REVIEW OF THESE ITEMS. 7. OPENINGS, NOTCHES, HOLES, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 8. PRODUCTS SPECIFIED IN THESE DRAWINGS ARE USED AS THE BASIS OF DESIGN FOR THE PROJECT SUBSTITUTIONS MAY BE SUBMITTED TO THE FOR FOR REVIEW. SUBSTITUTION REQUESTS MUST CONTAIN A CURRENT ICC-ESR OR IAPMO-ER REPORT IDENTIFYING THE SAME OR GREATER LOAD CAPACITY FOR THE REQUESTED COMPONENT 9. DETAILS IDENTIFIED ON THE STRUCTURAL DRAWINGS SHALL APPLY IN ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS MADE IN EVERY INSTANCE. C. TESTING &SPECIAL INSPECTIONS 1. BUILDING OFFICIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH IBC SECTION 110. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL. 2. STRUCTURAL OBSERVATIONS, WHEN REQUIRED BY THE PROVISIONS OF CHAPTER 17 OF THE IBC, THE OWNER OR OWNER'S AUTHORIZED AGENT SHALL EMPLOY THE FOR TO PERFORM STRUCTURAL OBSERVATIONS. STRUCTURAL OBSERVATIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY BUILDING DEPARTMENT INSPECTIONS OR THIRD PARTY SPECIAL INSPECTIONS, OR ANY OTHER INSPECTIONS REQUIRED BY CODE. » SUBSTANTIAL COMPLETION PRIOR TO COVERING The following documentation shall be available on 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 OF EDMONDS BUILDING DEPARTMENT 2021 � D. FOUNDATIONS 1. CONFORM TO IBC CHAPTER 18 FOR SOILS AND FOUNDATIONS. 2. ALLOWABLE SOIL BEARING PRESSURE A GEOTECHNICAL REPORT WAS NOT PROVIDED FOR THIS PROJECT. PRESUMPTIVE SOIL LOAD -BEARING VALUES BELOW WERE USED AS THE BASIS OF DESIGN. » 1500 PSF [IBC 2015 TABLE 1806.2] 3. ALL FOUNDATIONS AND SLABS -ON -GRADE SHALL BEAR ON STRUCTURAL COMPACTED FILL OR COMPETENT NATIVE SOIL. EXTERIOR AND PERMITER FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 18" AND INTERIOR FOOTINGS SHALL HAVE A MINIMUM DEPTH OF 12". 4. FOUNDATION STEM WALLS -UNLESS NOTED OTHERWISE ON THE DRAWINGS THE MAXIMUM UNBALANCED SOIL CONDITION FOR ALL FOUNDATION STEM WALLS SHALL BE 2'-6". 5. CONCRETE SHALL CONFORM TO ACI 318 14 AND IBC CHAPTER 19. 6. CONCRETE MIX DESIGN SHALL MEET OR EXCEED THE REQUIREMENTS BELOW FOUNDATIONS, STEM WALLS » STRENGTH........................................................................................................................... 2500 PSI » TEST AGE..............................................................................................................................28 DAYS » MAXIMUM AGGREGATE .... 1 " ............................................................................................................. » EXPOSURE CLASSIFICATION................................................................................................. F2, C1 » MAXIMUM W/C RATIO.................................................................................................................0.45 » TARGET AIR CONTENT............................................................................................... 4.5% (± 1.5%) 7. MIX NOTES THE MIX DESIGN SHALL MEET THE REQUIREMENTS OF ACI 318-14 CHAPTER 19 BASED ON THE EXPOSURE CLASSIFICTIONS IDENTIFIED ABOVE. 8. CONCRETE SHALL HAVE A SLUMP OF 4" ± 1 " AT THE POINT OF DELIVERY 9. ALL CONCRETE MUST ACHIEVE FULL COMPRESSIVE STRENGTH BEFORE BEING SUBJECT TO FREEZING AND THAWING CYCLES. 10. POSITION AND SECURE EMBEDDED ITEMS PRIOR TO PLACING CONCRETE. REFERENCE ALL CONTRACT DRAWINGS AND COORDINATE EMBEDDED ITEMS. 11. REFERENCE TESTING AND SPECIAL INSPECTION SECTION FOR CONCRETE TESTING AND ACCEPTANCE CRITERIA. 12. CONCRETE MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS PORTLANDCEMENT..................................................................................................................ASTM C150 AGGREGATES...............................................................................................................................ASTM C33 MIXINGWATER..........................................................................................................................ASTM C1602 AIR ENTRAINMENT.....................................................................................................................ASTM C260 MIXING AND TRANSPORTING...........................................................................ASTM C94 OR ASTM C685 13. CONCRETE PLACEMENT, CONSOLIDATION AND CURING SHALL BE IN CONFORMANCE WITH ACI 318-14 CHAPTER 26. 14. CONCRETE REINFORCING MATERIALS SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS REINFORCING BARS.............................................................................................. ASTM A615, GRADE 60 15. REINFORCING BARS SHALL NOT BE WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE EOR. 16. REINCORCING COVER REQUIREMENTS SHALL BE CASTAGAINST EARTH.............................................................................................................................. 3„ EXPOSED TO WEATHER/EARTH - / " .........................................................................................................1 1 2 SLABSAND WALLS................................................................................................................................. 3/4„ 17. REFERENCE DRAWINGS FOR REINFORCEMENT SPLICES AND DEVELOPMENT LENGTHS. CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN E. WOOD 1. ALL WOOD PRODUCTS AND CONSTRUCTION SHALL CONFORM TO IBC CHAPTER 23, NDS AND NDS SUPPLEMENT (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION), ANSI/TPI 1 (NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION) 2. ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY A GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY 3. SAWN LUMBER SHALL CONFORM TO THE GRADING RULES OF WWPA, WCLIB, OR NLGA, AND BE OF SPECIES AND GRADE AS LISTED BELOW » STUDS &PLATES (2X & 3X) ............................... ... HF #2 » POSTS(4X)............................................................................................................................... HF #2 JISTS 2X.............................................................................................................................. HF #2 O ( ) » BEAMS (4X).............................................................................................................................. HF #2 » BEAMS (6X).............................................................................................................................. DF #1 » POSTS(6X)............................................................................................................................... DF #1 4. WOOD STRUCTURAL SHEATHING SHALL BE APA RATED AND CONFORM TO THE PRODUCT STANDARDS PS-1-95 & PS-2-92 OF THE US DEPARTMENT OF COMMERCE AND THE AMERICAN PLYWOOD ASSOCIATION (APA). ROOF SHEATHING » THICKNESS..............................................................................................................................15/32" » SPAN RATING.............................................................................................................................24/16 » GRADE............................................................................................................................... C-D » EXPOSURE........................................................................................................................................1 FLOOR SHEATHING » THICKNESS..............................................................................................................................23/32„ » SPAN RATING........................................................................................................................... 24 OC » GRADE.....................................................................................................................STUDD-1 FLOOR » EXPOSURE........................................................................................................................................1 WALL SHEATHING » THICKNESS..............................................................................................................................15/32" » SPAN RATING.............................................................................................................................32/16 » GRADE.......................................................................................................................................... C-D » EXPOSURE........................................................................................................................................1 5. ENGINEERED WOOD PRODUCTS THE FOLLOWING MATERIALS ARE BASED ON LUMBER MANUFACTURED BY TRUSJOIST BY WEYERHAEUER WHICH WAS USED AS THE BASIS OF DESIGN FOR THIS PROJECT ALTERNATE PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC-ESR/IAPMO-ER APPROVAL FOR EQUIVALENT OR GREATER CAPACITY AND ARE REVIEWED AND APPROVED BY THE EOR. » LAMINATED VENEER LUMBER (LVL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387 » PARALLEL STRAND LUMBER (PSL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387. USE 2.2E GRADE UNLESS NOTED OTHERWISE. » LAMINATED STRAND LUMBER (ESL) CONFORMING TO ICC ES REPORT NUMBER ESR-1387. » I JOISTS (TJI) CONFORMING TO ICC ES REPORT NUMBER ER-1153. THE MANUFACTURER SHALL DESIGN THE JOISTS FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. JOISTS SHALL HAVE WOOD CHORDS AND SOLID WOOD WEBS. 6. THE LATEST PRODUCT CATALOGS PRODUCED BY THE SIMPSON STRONG -TIE COMPANY INC WERE USED AS THE BASIS OF DESIGN FOR THIS PROJECT REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION CRITERIA. 7. WOOD CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURERE'S PROVIDED INSTALLATION INSTRUCTIONS TO OBTAIN THE MAXIMUM LOAD CAPACITY OF THE CONNECTOR, UNLESS NOTED OTHERWISE IN THE DRAWINGS. 8. NAILING SHALL CONFORM TO IBC TABLE 2304.10.1 UNLESS MORE RESTRICTIVE NAILING IS INDICATED ON THE PLANS OR DETAILS. 9. NAILS SHALL BE COMMON SIZES UNLESS NOTED OTHERWISE ON THE DRAWINGS. 10. NAILS AND STAPLES SHALL CONFORM TO IBC SECTION 2303.6. 11. NAIL SIZES SHALL BE AS FOLLOWS 8D COMMON................................................................................... LENGTH = 2-1/2"; DIAMETER=0.131„ 10D COMMON..................................................................................... LENGTH = 3"; DIAMETER = 0.148„ 16D COMMON............................................................................... LENGTH = 3-1/2"; DIAMETER = 0.162" 16D SINKER....................................................................................... LENGTH = 3-1/4"; DIAMETER 0.148„ 12. LAG SCREWS AND THRU BOLTS SHALL BE A307. PROVIDE PLATE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 13. SHEAR WALL HOEDOWN HARDWARE IS SPECIFIED FROM THE LATEST PRODUCT CATALOGS PRODUCED BY THE SIMPSON STRONG -TIE COMPANY, INC. PROVIDE ADDITIONAL FRAMING MEMBERS PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS TO ACHIEVE THE MAXIMUM CAPACITY DO NOT COUNTERSINK HOEDOWN BOLTS. 14. UNLESS NOTED OTHERWISE ON THE DRAWINGS, CONSTRUCTION SHALL CONFORM TO IBC SECTION 2308 -CONVENTIONAL LIGHT -FRAME CONSTRUCTION" AND IBC SECTION 2304 -GENERAL CONSTRUCTION REQUIREMENTS. 15. WOOD MATERIALS IN DIRECT CONTACT WITH CONCRETE OR OTHERWISE REQUIRED TO BE PRESERVATIVE TREATED SHALL CONFORM TO THE STANDARDS OF THE AMERICAN WOOD - PRESERVERS ASSOCIATION (AWPA). METAL HARDWARE AND FASTENERS IN CONTACT WITH PT WOOD SHALL BE STAINLESS STEEL TYPE 316L, HOT DIP GALVANIZED, OR Z-MAX COATED PROVIDED THE ZINC CONTENT IS AT LEAST 1.85 OZ/SF. 16. F. POST INSTALLED ANCHORS 1. POST -INSTALLED ANCHORS SHALL COMPLY WITH THE LATEST REVISION OF THE ICC-ES ACCEPTANCE CRITERIA AND HAVE A VALID ICC-ES REPORT OR IAPMO-ES REPORT IN ACCORANCE WITH THE APPLICABLE BUILDING CODE. 2. REFERENCE GENERAL NOTES ABOVE FOR SUBSTITUTION CRITERIA. 3. REFERENCE TESTING AND INSPECTIONS SECTION ABOVE FOR SPECIAL INSPECTION CRITERIA FOR POST -INSTALLED ANCHORS. ADD'L...................... ADDITIONAL ALT........................... ALTERNATE ARCH ....................... ARCHITECT/ARHITECTURAL B/............................. BOTTOM OF BLKG....................... BLOCKING BM ........................... BEAM BOT ......................... BOTTOM BRG......................... BEARING BTWN ...................... BETWEEN CL............................CENTEREINE CJ ............................ CONSTRUCTION/CONTROL JOINT CLR.......................... CLEAR CONC...................... CONCRETE CONST.................... CONSTRUCTION CONT ...................... CONTINUOUS CTRD....................... CENTERED DBE .......................... DOUBLE DET.......................... DETAIL DF............................ DOUGLAS FIR DIAG ........................ DIAGONAL DWG ........................ DRAWING EA ............................ EACH EF ............................ EACH FACE EN ............................ EDGE NAILING EL ............................ ELEVATION EMBED .................... EMBEDMENT ENGR ...................... ENGINEER EOR......................... ENGINEER OF RECORD EQ........................... EQUAL ES ............................ EACH SIDE EW ........................... EACH WAY (E)............................ EXISTING EXT.......................... EXTERIOR F/ ............................. FACE OF FLR .......................... FLOOR FDTN ....................... FOUNDATION FTG.......................... FOOTING GA ........................... GAUGE GALV........................ GALVANIZED GEN......................... GENERAL GLB ......................... GLUE LAMINATED BEAM GR........................... GRADE GT............................GIRDER TRUSS GWB ........................ GYPSUM WALL BOARD HD ........................... HOEDOWN HDR......................... HEADER HF............................ HEM -FIR HORIZ...................... HORIZONTAL HSS ......................... HOLLOW STRUCTURAL SECTION HT............................HEIGHT INT...........................INTERIOR Ld ............................ DEVELOPMENT LENGTH LONG ...................... LONGITUDINAL Ls ............................. SPLICE LENGTH LSL .......................... LAMINATED STRAND LUMBER LVL........................... LAMINATED VENEER LUMBER MAX ......................... MAXIMUM MECH...................... MECHANICAL MFR......................... MANUFACTURER MIN .......................... MINIMUM MISC........................ MISCELLANEOUS MTL.......................... METAL (N)............................ NEW NOM ........................ NOMINAL NTS.......................... NOT TO SCALE OC ........................... ON CENTER OPP .........................OPPOSITE OSB.........................ORIENTED STRAND BOARD OWWJ ..................... OPEN WEB WOOD JOIST PL ............................ PLATE PERP ....................... PERPENDICULAR PLY ........................... PLYWOOD PSL.......................... PARALLEL STRAND LUMBER PT ............................ PRESSURE TREATED REF .......................... REFERENCE REINF...................... REINFORCING REQ'D ..................... REQUIRED RET.......................... RETAINING SCHED .................... SCHEDULE SEC .........................SECTION SHTG.......................SHEATHING SIM ..........................SIMILAR SOG......................... SLAB -ON -GRADE SPEC ....................... SPECIFICATION SQ ........................... SQUARE STD .......................... STANDARD STIFF ....................... STIFFENER STRUCT................... STRUCTURAL SW ..........................SHEAR WALL T/ ............................. TOP OF T&B.......................... TOP &BOTTOM T&G ......................... TONGUE &GROOVE THK ......................... THICK THRU....................... THROUGH TJI............................ TRUSJOIST WOOD I JOIST TRANS ..................... TRANSVERSE TYP .......................... TYPICAL UNO ........................ UNLESS NOTED OTHERWISE VERT........................ VERTICAL WHS ........................ WELDED HEADED STUD WTS......................... WELDED THREADED STUD WWF........................ WELDED WIRE FABRIC W J F� d �`��RASE fig, °E _wAsy� ��y ( � � 54970 o�FSS�ONALE�G\�� 08/07/2023 © 2022 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. W U z W W U CJ� z Q O CV RESUB Aug 08 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DESIGNED BY CRW DRAWN BY CRW DATE 5/8/2023 PHASE PERMIT SHEET TITLE STRUCTURAL GENERAL NOTES SCALE SHEET NUMBER S1.0 PROJECT NUMBER 22-41 BLD2023-0737 L V V\a( /\ I L 1 1 IIVI \ V VI V V FTG W/ (3) #4 EA WAY BOT, TYP DECK FTG CITY OF EDMONDS PLAN BUILDING DIVISION FOUNDATION PLAN NOTES: 1. REFERENCE S1.0 FOR STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, AND INSPECTION REQUIREMENTS. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. DO NOT SCALE STRUCTURAL PLANS. POSTS, BUNDLED STUDS, OR COLUMNS ARE TO BE CENTERED ON FOOTINGS OR WALL PIERS. 3. CONTRACTOR TO COORDINATE CURBS AND ELECTRICAL &MECHANICAL FLOOR OPENINGS AND PENETRATIONS WITH ARCHITECTURAL DRAWINGS. 4. THE BOTTOM OF ALL FOOTINGS SHALL BE 18" MINIMUM BELOW GRADE AND SHALL BEAR UPON FIRM, UNDISTURBED SOIL OR ENGINEERED COMPACTED FILL. 5. MOISTURE PROOF ALL WALLS BELOW GRADE PER ARCHITECTURAL SPECIFICATIONS. 6. VERIFY POINT LOADS ARE SUPPORTED CONTINUOUSLY THROUGH FLOORS TO THE FOUNDATIONS. 7. ALL WOOD IN CONTACT WITH WEATHER -EXPOSED CONCRETE OR WITHIN 8" OF FINISHED � GRADE SHALL BE PRESSURE -TREATED. z O 8. USE HOT DIPPED GALVANIZED FASTENERS AND EITHER HOT DIPPED GALVANIZED OR � � ZMAX COATED HARDWARE AT CONNECTIONS TO PRESSURE TREATED LUMBER. �O � ~ cn Q w � SHEAR WALL PLAN NOTES: z � U 1. SW-X INDICATES WOOD SHEAR WALL. REFERENCE SHEAR WALL SCHEDULE FOR SHEAR WALL SHEATHING AND FASTENING REQUIREMENTS. 2. F-SW-X INDICATES FTAO SHEAR WALL. REFERENCE DETAIL 7/S3.0 FOR ADDITIONAL DETAILING REQUIREMENTS. 3. REFERENCE STRUCTURAL GENERAL NOTES FOR LUMBER AND SHEATHING GRADES. 4. ALL EXTERIOR WALLS TO BE SHEATHED AS SW-6, UNO. 5. REFERENCE ARCHITECTURAL FOR REMAINING NON-STRUCTURAL WALLS. 6. CONTRACTOR TO COORDINATE HOLD DOWN ANCHORS AND ANCHOR BOLTS WITH FOUNDATION PLAN PRIOR TO POURING CONCRETE. x 7. PROVIDE FULL HEIGHT SOLID BLOCKING OVER SHEAR WALLS AND BEARING WALLS � PERPENDICULAR TO FRAMING. PROVIDE DOUBLE JOIST OVER SHEAR WALLS AND BEARING WALLS PARALLEL TO FRAMING. 8. MSTC40 INDICATES SIMPSON STRONG -TIE MSTC40 FLOOR TO FLOOR STRAP. CENTER p STRAL BETWEEN FLOORS AND INSTALL TO ACHIEVE HIGHEST PUBLISHED LOAD CAPACITY. V -' 9. HDU5 INDICATES SIMPSON STRONG -TIE HDU5-SDS2.5 HOEDOWN WITH 5/8" DIAMETER A36 F1554 ALL THREAD ROD W/ SIMPSON AT-XP EPDXY WITH 7.5" EMBEDMENT INTO (E) STEM WALL. CONTRACTOR TO VERIFY 8" MINIMUM STEM WALL THICKNESS. CONTACT FOR FOR ALTERNATE CONNECTION IF STEM WALL IS LESS THAN 8" THICK. CENTER ANCHOR BOLT IN EXISTING CONCRETE STEM WALL. FRAMING PLAN NOTES; 1. RIMS BELOW SHEAR WALLS SHALL BE PER THE SHEAR WALL SCHEDULE, UNLESS NOTED OTHERWISE. ELSEWHERE, RIMS SHALL BE 1'/4 " LSL MINIMUM, UNO. 2. REFERENCE GENERAL STRUCTURAL NOTES FOR ALL LUMBER, SHEATHING, AND ENGINEERED LUMBER GRADES 3. FULLY BLOCK FLOOR CAVITY AT ALL POINT LOADS. VERIFY POINT LOADS ARE SUPPORTED CONTINUOUSLY THROUGH FLOORS TO THE FOUNDATION. 4. TYPICAL TOP PLATE SPLICE: PROVIDE A MINIMUM 48" LAP W/ 16D @ 6" OC STAGGERED. 5. PROVIDE SIMPSON H2.5A AT ALL ROOF FRAMING TO EXTERIOR WALLS. � TWn vl � � 0 � ao � � jj ��� V � 3v � �� a � �o c� ~~T Irk LL1 � � U � N � d' r ,� X O UW U ROSE /�, ��\� DE Wgsy%yF _ ,_, ( Q hQ _ p � � 54970 O�FSS�ONAL�-�G\�tv 08/07/2023 © 2022 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. w U z w v� w �� V U RESUB Aug 08 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DESIGNED BY CRW DRAWN BY CRW DATE 8/5/2023 PHASE PERMIT SHEET TITLE MAIN FLOOR FRAMING PLAN SCALE SHEET NUMBER S2.0 MAIN FLOOR FRAMING & FOUNDATIOI SCALE: 1 /4" = 1'-0" APPROVED PLAN BLD2023-0737 PROJECT NUMBER 22-41 (E) SW-6 (E) SW-6 CONTRACTOR TO CONTRACTOR (E) SW-6, CONTRACTOR TO VFY VFY TO VFY (2) 2x8 (2) 2x8 (E) HDR TO REMAIN (E) HDR TO REMAIN MSTC40 Ll FL TO FL STRAP o pw O z w r w z � SW-4 � O O�OX 3-0 MIN _ � Q J � � SHEAR WALL PLAN NOTES: N p � � � � Q O � U z w � 1. SW-X INDICATES WOOD SHEAR WALL. REFERENCE SHEAR WALL SCHEDULE FOR SHEAR � w Q c i �Q � � j WALL SHEATHING AND FASTENING REQUIREMENTS. cX N r � � z � � � w � � @ � � � O � 2. F-SW-X INDICATES FTAO SHEAR WALL. REFERENCE DETAIL 7/S3.0 FOR ADDITIONAL w — p � ❑C w cn w cn � O � w O DETAILING REQUIREMENTS. 00 � X N w CIS Q LL_ � Q v� z O O � � 3. REFERENCE STRUCTURAL GENERAL NOTES FOR LUMBER AND SHEATHING GRADES. MSTC40 N FL TO FL STRAP c i z 4. ALL EXTERIOR WALLS TO BE SHEATHED AS SW-6, UNO. O z 2'-4" MAX U � 5. REFERENCE ARCHITECTURAL FOR REMAINING NON-STRUCTURAL WALLS. � � GLB 5-1/2x21 24F-V8 ,�� � 6. CONTRACTOR TO COORDINATE HOLD DOWN ANCHORS AND ANCHOR BOLTS WITH � o RIDGE BEAM DROPPED � FOUNDATION PLAN PRIOR TO POURING CONCRETE. 6X6 o 6X6 w 0 z 7. PROVIDE FULL HEIGHT SOLID BLOCKING OVER SHEAR WALLS AND BEARING WALLS MSTC40 � w T w z � PERPENDICULAR TO FRAMING. PROVIDE DOUBLE JOIST OVER SHEAR WALLS AND FL TO FL STRAP N O � O X BEARING WALLS PARALLEL TO FRAMING. O � � � Q J � O � z O 8. MSTC40 INDICATES SIMPSON STRONG -TIE MSTC40 FLOOR TO FLOOR STRAP. CENTER Q � U w � O � p STRAL BETWEEN FLOORS AND INSTALL TO ACHIEVE HIGHEST PUBLISHED LOAD N wQc��p�w � � CAPACITY. � � z � r � @ � � 9. HDU5 INDICATES SIMPSON STRONG -TIE HDU5-SDS2.5 HOEDOWN WITH 5/8" DIAMETER w_o� p � w� w cn � O � oXo A36 F1554 ALL THREAD ROD W/ SIMPSON AT-XP EPDXY WITH 6.5" EMBEDMENT INTO (E) cX °x° X � Q w w Q N STEM WALL. CONTRACTOR TO VERIFY 8" MINIMUM STEM WALL THICKNESS. CONTACT NwcnzOOo� ^ N N FOR FOR ALTERNATE CONNECTION IF STEM WALL IS LESS THAN 8" THICK. CENTER ANCHOR BOLT IN EXISTING CONCRETE STEM WALL. r!, 4x10 4x10 (2) 2x8 (2) 2x8 FRAMING PLAN NOTES; I � x F-SW-6 `� � 1. RIMS BELOW SHEAR WALLS SHALL BE PER THE SHEAR WALL SCHEDULE, UNLESS NOTED � � N OTHERWISE. ELSEWHERE, RIMS SHALL BE 1'/4 " LSL MINIMUM, UNO. j� I (E) 2X6 RAFTERS. REMOVE CEILING JOISTS @PROVIDE COLLAR TIES AND SISTERED 2X8 RAFTER AT EA � RAFTER PER DETAIL 3/S3.1 (N) DECK FRAMING BELOW N �-. N F-SW-6 4x10 2. REFERENCE GENERAL STRUCTURAL NOTES FOR ALL LUMBER, SHEATHING, AND ENGINEERED LUMBER GRADES 3. FULLY BLOCK FLOOR CAVITY AT ALL POINT LOADS. VERIFY POINT LOADS ARE SUPPORTED CONTINUOUSLY THROUGH FLOORS TO THE FOUNDATION. 4. TYPICAL TOP PLATE SPLICE: PROVIDE A MINIMUM 48" LAP W/ 16D @ 6" OC STAGGERED. 5. PROVIDE SIMPSON H2.5A AT ALL ROOF FRAMING TO EXTERIOR WALLS. � TWn vl � � O � ao � O` j I�� v � �� �--I � .>— �� � > �o �� I� TTT I..I..I w � � Uc� � N �_, r ,� X O �W U 08/07/2023 RESUB Aug 08 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1 ROOF FRAMING PLAN SCALE: 1 /4" = 1'-0" CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN BLD2023-0737 LAP SPLICE AND DEVELOPMENT LENGTHS f'� = 2500 PSI BAR SIZE DEVELOPMENT LENGTH, La CLASS B SPLICE, LS Ldh STANDARD TOP STANDARD TOP #3 18 23 23 30 9 #4 24 31 31 41 12 #5 30 39 39 51 15 #6 36 47 47 61 18 NOTES: 1. UNCOATED REBAR AND NORMAL WEIGHT CONCRETE. 2. TOP BAR INDICATES THE HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW. 3. Ldh INDICATES HOOKED BAR DEVELOPMENT LENGTH. LAP SPLICE &DEVELOPMENT LENGTH SCALE: 1 /4" = 1'-0" ALTERNATE HOOK DIRECTIONS, TYP STD HOOK I d ^ �Q f� � 4 � - � � a.' . 0 w c� U � w � CORNER BARS TO � MATCH WALL HORIZ REINF V V/'lLL SIZE &REINF PER PLAN CONCRETE CORNER REINFORCING SCALE: 3/4" = 1'-0" WOOD -FRAMED SHEAR WALL SCHEDULE HEM FIR - 8d NAILING APA RATED EDGE NAILING BOTTOM BOTTOM PLATE FRAMING CLIP RIM BOARD FRAMING BLOCKING ANCHOR TO SILL PLATE AT ALLOWABLE SW TYPE WALL (EN) PLATE ATTACHMENT TO WALL THICKNESS &GRADE AT PANEL AT PANEL FOUNDATION FOUNDATION SHEAR SHEATHING BELOW EDGES EDGES CAPACITY(PLF) [3] [8] [3] [3] [5] [3] [12] SEISMIC WIND SW-6 15/32" 8d @ 6" OC 2X 16d SINKER @ 4" OC LTP5 @ 18" OC 1-1/4" 1.55E 2X 2X 5/8" Q1 @ 48" OC PT 2X 242 339 TIMBERSTRAND LSL SW-4 15/32" 8d @ 4" OC 2X 16d SINKER @ 3" OC LTP5 @ 12" OC 1-3/4" 1.55E 2X 2X 5/8" O @ 32" OC PT 2X 353 495 TIMBERSTRAND LSL SW-3 15/32" 8d @ 3" OC 2X 16d SINKER (2) ROWS @ 4'� LTP5 @ 10" OC 1-3/4" 1.55E 2X 2X 5/8" O @ 24" OC PT 2X 456 637 OC STAGG TIMBERSTRAND LSL SW-2 15/32" 8d @ 2" OC 3X SDWS22600DB LTP5 @ 8" OC 3-1/2" 1.55E 3X 3X 5/8" Q� @ 24" OC PT 3X 595 832 @ 6" OC TIMBERSTRAND LSL 2SW-4 15/32" EA 8d @ 4" OC 3X SDWS22600DB (2) ROWS @ LTP5 @ 6" OC 3-1/2" 1.55E 2X 3X 5/8" O @ 20" OC PT 3X 707 990 SIDE 10" OC STAGG TIMBERSTRAND LSL 2SW-3 15/32" EA 8d @ 3" OC 3X SDWS22600DB (2) ROWS @ LTP5 @ 8" OC & 3-1/2" 1.55E 2X 3X 5/8" Q1 @ 16" OC PT 3X 911 1274 SIDE g�� OC STAGG A35 @ 8" OC TIMBERSTRAND LSL 2SW-2 15/32" EA 8d @ 2" OC 3X SDWS22600DB (2) ROWS @ LTP5 @ 8" OC & 3-1/2" 1.55E 3X 3X 5/8" Q� @ 12" OC PT 3X 1190 1665 SIDE g�� OC STAGG A35 @ 8" OC TIMBERSTRAND LSL NOTES: 1. ALL FRAMING MEMBERS AND BLOCKING SHALL BE 2" NOMINAL OR GREATER, PER THE SHEAR WALL STUD WALL FRAMING SCHEDULE ABOVE. ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLOCKING. BOTTOM PLATE ATTACHMENT 2. FOR BUNDLED END STUDS, STITCH NAIL TOGETHER WITH FASTENER DIAMETER AND SPACING TO MATCH ADD'L NAILING AS REQ'D THE BOTTOM PLATE NAILING TO RIM. PER SW SCHEDULE 3. IN LIEU OF 3X FRAMING, (2) 2X FRAMING MEMBERS MAY BE USED PROVIDED THEY ARE FASTENED TOGETHER WITH FASTENER, DIAMETER, AND SPACING TO MATCH THE BOTTOM PLATE NAILING TO RIM. 4. ALL NAILS ARE COMMON, UNLESS NOTED OTHERWISE. NAILS SHALL BE DRIVEN WITH THE HEAD OF THE NAIL FLUSH WITH THE SURFACE OF THE SHEATHING. OTHER APPROVED FASTENERS SHALL BE DRIVE AS FLOOR REQUIRED FOR PROPER INSTALLATION OF THAT FASTENER. FRAMING 5. FOUNDATION ANCHOR BOLTS SHALL HAVE A GAL A IZ D S EL PLATE WASHER UNDER EACH NUT NOT LESS THAN 0.229"x3"x3" IN SIZE. PROVIDE A MINIM M 7" ANC OR BOLT EMBEDMENT INTO THE DIAPHRAGM FOUNDATION. PROVIDE AN ANCHOR BOLT AT EA H E D OF ACH SILL PLATE WITH AN END DISTANCE OF EDGE NAILING 6 � DOUBLE TOP PL — 6. ALL SHEAR WALL PANELS SHALL NOT BE LESS THAN 4'X8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. STUD WALL FRAI 7. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE PANEL EDGES. REFERENCE SCHEDULE ABOVE AND PLAN FOR EDGE NAIL SPACING. NAILS AT THE INTERMEDIATE FRAMING MEMBERS SHALL BE THE SAME SIZE AS NAILS SPECIFIED FOR THE PANEL EDGE NAILING. THE MAXIMUM NAIL SPACING AT INTERMEDIATE SILL PLATE - FRAMING MEMBERS IS 12" OC. THE MAXIMUM STUD SPACING IS 16" OC. 8. ALL FRAMING CLIPS AND HARDWARE MUST BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS TO OBTAIN THE MAXIMUM HARDWARE CAPACITY. 9. EDGE NAILING IS REQUIRED IN ALL HOEDOWN POSTS. EDGE NAILING IS REQUIRED TO EACH STUD USED IN BUILT UP HOEDOWN POSTS. 10. WHERE PANELS ARE APPLIED ON BOTH SIDES OF A SHEAR WALLAND NAIL SPACING IS LESS THAN 6" OC, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS SHALL BE 3" NOMINAL OR GREATER AT ADJOINING PANEL EDGES. 11. NAILS AT ALL PANEL EDGES SHALL BE STAGGERED. 12. PROVIDE HOT DIPPED GALVANIZED NAILS AND FRAMING CLIPS AT PRESSURE TREAT 13. REFERENCE KEY DETAILS FOR ADDITIONAL INFORMATION. CITY OF EDMO � SHEAR WALL SCHEDULE BUILDING DIVISION SCALE: 1 /4" = 1'-0" PROVED PLAN L SHEAR WALL SHTG PER PLAN ABOVE EDGE NAILING RIM BOARD SHEATHING SPLICE FRAMING CLIP EDGE NAILING SHEAR WALL SHTG PER PLAN BELOW EDGE NAILING ANCHOR BOLT 24" #4 X � @ 24" OC SLAB ON GRADE PER PLAN � (1) #4 CONT TOP EXTERIOR GRADE SLOPE AWAY Q 4 d a a a a COMPETENT ° NATIVE SOIL ° a a OR COMPACTED STRUCTURAL FILL a a 4 3" CLR PER PLAN TYP TURNED DOWN SLAB EDGE SCALE: 1 " = 1'-0" FLOOR/ROOF FRAMING NOT SHOWN FOR CLARITY ` HEADER PER PLAN z� w �o �~ CV � (2) #4 CONT BOT � DOUBLE TOP PL � 3x BLKG AT STRAP ABOVE &BELOW OPENING SIMPSON CMSTCI6 STRAP ABOVE & BELOW OPENING EXTEND 2'-0" MIN PAST WINDOW OPENING, TYP - KING STUDS TRIMMER STUDS WINDOW SILL CRIPPLE STUDS WALL SHTG NOT SHOWN FOR CLARITY NOTES: 1. REFERENCE SHEAR WALL SCHEDULE AND KEY DETAIL FOR REMAINING INFORMATION 2. STRAPS TO BE ON BOTH SIDES WHEN SHEAR WALL IS DOUBLE SIDED FTAO SHEAR WALL ELEVATION SCALE: 1 /2" = 1'-0" SW END STUDS PER HD MFR DBL 2X MIN SW PER PLAN & SW SCHEDULE HD PER PLAN a EPDXY ANCHOR PER PLAN � � a° ° STEM WALL THICKNESS & ° °° a° ° REINFORCING PER PLAN Z a g a° °° ° °a ° °°d o� ° a ° a LLI Q a ° a °a ° ° - d' _ d. ° ° a. a ° d .. a _ ° a . d°.. - d. a ° ° ° ° a � FOOTING SIZE & °d 8 ° REINFORCING ° PER PLAN a ° d aa° ° ° HDU HOEDOWN AT STEMWALL SCALE: 1 " = 1'-0" STEM WALL REINF PER PLAN STEM WALL AND � FOOTING PER PLAN a � �� Q a a a ° � a 4 QQ 2'-0" TYP G a a a a a a ° a ° a a d ° 4 a � a a 4 ALIGN BOT OF (N) FTG WITH (E) FTG � a 4 a _ 4 ° a irr_-rrr_ IIIIIIIIIII IIIIIIT_IIIIII IIIIITIIII' —. a ° � d a W � � DOWELS TO MATCH O � .� � � °� (N) STEM WALL REINF jjt��" W/ 4" EMBED INTO (E) � V � � � 3v � "' STEM WALL .._ � �o a � �o w �� .� EXISTING STEM WALL I� w � �� AND FTG � Z V .� � O UW D_ U T/GRAD FIELD VERIFY 18" MIN FOOTING DEPTH NEW TO EXISTING FOUNDATION SCALE: 1 " = 1'-0" STUD V� MAX HOLE DIAM HOLE AND NOTCH SPACING TO BE EQU TO STUD WIDTH, MI MAX NOTCH DEPTH NOTES: 1. HOLES AND NOTCHES ARE NOT PERMITTED IN SHEAR WALL COMPRESSION AND HOEDOWN STUDS. 2. DO NOT NOTCH OR BORE HOLES IN MORE THAN (3) ADJACENT STUDS PRIOR TO FOR APPROVAL. 3. HOLES AND NOTCHES SHALL NOT BE WITHIN THE SAME SECTION OF STUD. 4. HOLES AND NOTCHES ARE NOT PERMITTED IN SHEAR WALL PLATES. NON -BEARING WALLS & BEARING/SHEAR WALLS & INTERIOR NON-STRUCTURAL EXTERIOR WALLS STUD SIZE WALLS ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE NOTCH HOLE NOTCH HOLE 2X4 0'-0 7/8" 0'-1 3/8" 0'-1 3/8" 0'-2" 2X6 0'-1 3/8" 0'-2 1 /8" 0'-2 1 /8" 0'-3 1 /4" 2X8 0'-1 13/16" 0'-2 7/8" 0'-2 7/8" 0'-4 1 /4" ALLOWABLE HOLES I N STUDS SCALE: 1 1 /2" = 1'-0" 30WS 16d NAILS �GGERED @ 6" OC HIN SPLICE LENGTH DOUBLE TOP PLATE (2) 16d AT LOWER PLATE BREAK LINE STUDS AND SPACING PER PLAN NOTE: SHEATHING AND FLOOR/ROOF FRAMING NOT SHOWN FOR CLARITY TOP PLATE SPLICE TYPICAL DETAIL SCALE: 3/4" = 1'-0" Q � 54970 'v O�FSS�ONAL�-�G\�tv 08/07/2023 © 2022 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. w U z w � � z WO � � � Q z � � � � O CV 0 � W U RESUB Aug 08 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DESIGNED BY CRW DRAWN BY CRW DATE 8/7/2023 PHASE PERMIT SHEET TITLE STRUCTURAL SECTIONS & DETAILS SCALE SHEET NUMBER S3.0 PROJECT NUMBER BLD2023-0737 22-41 (E) ROOF RAFTERS WITH (N) ROOF SHTG RAFTERS SISTERED PER PER PLAN PLAN. SHIM TOP OF RIDGE BEAM FOR FULL BEARING OF NEW RAFTERS. / SOLID WOOD SHIM FOR FULL RAFTER BEARING AT (N) BM (E) RIDGE BOARD TO REMAIN RIDGE BEAM PER PLAN RAFTERS AT RIDGE BEAM I % SCALE: 1 1 /2" = 1'-0" DECKING PER ARCH BEAM PER PLAN GUARD POST NOT SHOWN FOR CLARITY. REFERENCE DETAILS FOR RAILING GUARD POST CONNECTIONS POST PER PLAN 2° FULL HT SOLID BLKG OVER BM JOIST PER PLAN W/ (3) 8d THREADED NAILS EA JOIST TO BEAM. ALT: SIMPSON H2.5A JOIST TO BEAM SIMPSON AC POST CAP EA SIDE OF POST TO BEAM 0 0 4X4 KNEE BRACE, LOCATE AT EA CORNER POST FASTEN WITH 5/8" Q1 THRU BOLT @TOP &BOTTOM, COUNTERSINK NUT &WASHER INTO TOP OF BEAM ALTERNATE CONN: (1) 5/8" LAG SCREW @ TOP & BOT OF BRACE W/ WASHER & 2.5" EMBED INTO POST/BEAM DECK JOIST AT DROPPED BEAM SCALE: 1 1 /2" = 1'-0" v��ivi i u , i �r�i � 3AILNIG GUARD POST ' Q� THRU BOLTS TO BEAM SPACING, TYPICAL )ECKING (2) SIMPSON DTT2Z @ EA RAILING GUARD POST, TYP @ PARALLEL JOIST CONDITION _L HT SOLID BLOCKING AT GUARD POST, TYP NOTE: DECK RAILING DESIGN PER CONTRACTOR TO COMPLY WITH ALL CURRENT IRC RAILING SPECIFICATIONS FOR SINGLE-FAMILY RESIDENTIAL APPLICATIONS. � GUARD POST AT PARALLEL JOISTS `� % SCALE: 1 1 /2" = 1'-0" ROOF SHTG PER PLAN ROOF DIAPHRAGM EDGE NAILING FULL HT SOLID BLKG W/ 2" O VENT HOLES PER ARCH _ FRAMING CLIPS PER SW SCHEDULE — SW EDGE NAILING - SW &SHTG PER SW SCHEDULE SIMPSON H2.5A EA RAFTER TO TOP PL STD BIRDSMOUTH RAFTER TO TOP PL 1.5" MAX NOTCH ALT PROVIDE BEVELED PLATE TO ACHIEVE FULL BEARING SAWN RAFTER AT SH EARWALL SCALE: 1 1 /2" = 1'-0" (E) SHTG (E) JOIST — (E) SHTG TO REMAIN REMOVE (E) SIDING AT DECK LEDGER EXISTING STUDWALL DECKING PER PLAN DECK JOISTS PER PLAN W/ SIMPSON LUS HANGER TO LEDGER, TYP PT LEDGER PER PLAN W/ FASTENERS PER PLAN S I M PSO N DTT2Z TO DTT2Z NOT SHOWN FOR CLARITY 4" MIN END DIST ' 2" EDGE DIST TYP LEDGER FASTENING LEDGER PER ABOVE DECK LEDGER CONNECTION SCALE: 1 " = 1'-0" 4X4 MIN RAILNIG GUARD POST W/ (2) 1/2" O THRU BOLTS TO BEAM 4'-0" MAX SPACING, TYPICAL BEAM PER PLAN DECKING SIMPSON DTT2Z @ EA 0 0 RAILING GUARD POST, ° TYP 2„ o 0 o 2�� `' JOIST PER PLAN W/ SIMPSON LUS HGR EA END NOTE: DECK RAILING DESIGN PER CONTRACTOR TO COMPLY WITH ALL CURRENT IRC RAILING SPECIFICATIONS FOR SINGLE-FAMILY RESIDENTIAL CITY OF EDMONDS BUJLDING DIVISION 1 T PENDICULAR JOIST (E) 2X6 RAFTER 5 1/4" MIN COLLAR TIE END DIST PARALLEL TO GRAIN ,,,,.�, � 21/4" � � �� 2x8 COLLAR TIE @ 24" OC W/ (3) � � � �' 3/4" QJ THRU BOLTS EA END TO RAFTERS. REFERENCE SECTION. (N) 2X8 RAFTER (E) 2X6 COLLAR TIE BEYOND 2 1/4" RAFTER (N) 2X8 RAFTER PROVIDE CONNECTION TO RIDGE BOARD W/ SIMPSON A34 SECTION � COLLAR TIES @MASTER BEDROOM SCALE: 1 1 /2" = 1'-0" POST PER PLAN _ a ��� � � a a a a � � SIMPSON PB POST BASE FOUNDATION & REINF PER PLAN COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL BOT OF FTG TO BE 18" MIN BELOW FINISHED GRADE DECK POST AT FOOTING SCALE: 1 1 /2" = 1'-0" (E) DBL TOP PL. SHORING PER CONTRACTOR PROVIDE (N) END STUD, STITCH NAIL TO (N) KING STUD HEADER AT TOP PLATE SCALE: 1 1 /2" = 1'-0" INSTALL KING STUD FROM SILL PL TO ROOF DIAPHRAGM, TYP EA END OF HDR HDR PER PLAN ALIGN B/HDR W/ B/ DBL TOP PL SIMPSON CS16 FROM HDR TO TOP PL EA END OF HDR. INSTALL PER MFR INSTRUCTIONS TO ACHIEVE HIGHEST PUBLISHED LOAD CAPACITY. 2X TRIMMER STUD NOTE: RAILING REQUIRED AT STAIRS, DESIGN PER CONTRACTOR, GUARD POSTS DETAILS, NOT SHOWN FOR CLARITY LANDING/DECK FRAMING SLOPED LUS28-2 PER PLAN EA STRINGER TO LANDING � NOTCHED 2X12 STRINGER @ 16" OC W/ 2X6 SISTERED TO EA STRINGER � 1-1/8" MIN TREAD THICKNESS — 1X MIN WOOD RISER — NOTCH STRINGER AT 2X6. PROVIDE A34 EA STRINGER TO BASE POST &HARDWARE PER PLAN WHERE OCCURS 2X6 @BASE W/ 1 /4" QJ TITEN MINI SCREWS W/ 4" EMBED INTO FOOTING FOUNDATION/PER PLAN STEP RISE &RUN PER ARCH 12' MAX STRINGER RUN STAIR FRAMING TYPICAL SCALE: 1 /2" = 1'-0" (E) FLOOR SHTG 6" MAX NAIL SPACING TO JOIST O (E) FLOOR JOIST OR SOLID SAWN BLKG (E) RIM STUDWALL BELOW — (E) STUD WALL WHERE OCCURS DTT2Z TO DTT2Z W/ 1 /2" Q1 A36 F1554 ATR, SPACING PER PLAN � TYP DECKING O DECK JOIST PER PLAN LEDGER & CONN PER PLAN DECK TENSION TIE TO FLOOR JOISTS SCALE: 1 1 /2" = 1'-0" BLD2023-0737 TLL1 U v 1 '� O� V �T w I� Z '—' j n z Uw OS :: w, Q �o Q � 3v � �� .— � �o U `Y' � N � d' � o — m O U � 54970 'v O�FSS�ONAL�-�G\�tv 08/07/2023 © 2022 CAITLIN ROSE ENGINEERING, LLC ALL RIGHTS RESERVED THESE DRAWINGS ARE THE PROPERTY OF CAITLIN ROSE ENGINEERING, LLC AND ARE NOT TO BE USED OR REPRODUCED, IN ANY MANNER, WITHOUT PRIOR WRITTEN PERMISSION. w U z w � j � >_ z WO � � � Q z � � � � O CV 0 � W U RESUB Aug 08 2023 DEVELOPMENT CITY OF EDMONDS SERVICES DEPARTMENT DESIGNED BY CRW DRAWN BY CRW DATE 8/5/2023 PHASE PERMIT SHEET TITLE STRUCTURAL SECTIONS & DETAILS SCALE SHEET NUMBER S3.1 PROJECT NUMBER 22-41