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APPROVED BLD2023-1389+Architectural_Plan+11.1.2023_1.52.59_PM+3874940PROJECT NOTES PROJECT DESCRIPTION INTERIOR REMODEL. REGULATORY 1. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS AND THE FOLLOWING APPLICABLE CODES USED IN THE DESIGN: • 2018 INTERNATIONAL RESIDENTIAL CODE * UNIFORM PLUMBING CODE AND STANDARDS • 2018 INTERNATIONAL MECHANICAL CODE 2018 WASHINGTON STATE ENERGY CODE • 2018 INTERNATIONAL FIRE CODE * EDMONDS MUNICIPAL CODE 2. A SEPARATE PERMIT MAY BE REQUIRED FOR PLUMBING, ELECTRICAL AND/OR MECHANICAL WORK AS APPLICABLE. 3. A COPY OF THE APPROVED PERMIT PLANS MUST BE ON THE JOB SITE DURING CONSTRUCTION. ARCHITECTURAL 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF THE BUILDING AND SITE. IN EVENT OF ANY DISCREPANCY BETWEEN CONTRACT DOCUMENTS AND EXISTING CONDITIONS, OR BETWEEN CONTRACT DOCUMENTS THEMSELVES, THE GENERAL CONTRACTOR SHALL NOTIFY THE DESIGNER PRIOR TO PROCEEDING WITH WORK. 2. DIMENSIONS TO FACE OF CONCRETE, FRAMING OR AS NOTED. 3. IN THE EVENT OF FIELD ERRORS OR OMISSIONS, THE GENERAL CONTRACTOR SHALL NOTIFY DESIGNER AND MAKE NO REPAIRS WITHOUT APPROVAL. 4. DO NOT SCALE CONTRACT DOCUMENTS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR THE PERFORMANCE AND WEATHERPROOFING OF THE ENTIRE BUILDING, ITS COMPONENT EQUIPMENT, AND PARTS. 6. CONTRACTOR SHALL PROVIDE WORK AND WORKMANSHIP IN A WAY TO MEET ALL APPLICABLE CODES. 7. CONTRACTOR SHALL COORDINATE ALL TECHNICAL TRADES AND SUBCONTRACTORS TO VERIFY MEETING THEIR REQUIREMENTS AS PART OF THEIR CONTRACT. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 9. ALL WASTE AND REFUSE CAUSED IN CONNECTION WITH THE WORK SHALL BE REMOVED FROM THE PREMISES AND DISPOSED OF BY THE CONTRACTOR. THE PREMISES SHALL BE LEFT CLEAR AND CLEAN TO THE SATISFACTION OF THE OWNER. 10. CONTRACTOR SHALL DESIGN AND INSTALL SHORING AS REQUIRED TO PERFORM WORK. ENGINEERING, CONSTRUCTION, AND SAFETY OF THE SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 11. CONTRACTOR TO TEST FOR LEAD IN PAINT AND ASBESTOS IN AREAS BEING WORKED ON AND REMOVE USING APPROPRIATE ABATEMENT METHODS IF NECESSARY. PROJECT TEAM OWNER: SHANNON & JERRY O'LEARY 18810 84TH AVE. W EDMONDS WA 98026 DESIGNER/APPLICANT: ALEXANDRA IMMEL RESIDENTIAL DESIGN, LLC 3439 NW 62nd St. SEATTLE, WA 98107 Contact: JESSICA KASHIAN p: 206.501.3038 info@alexandraimmeldesign.com STRUCTURAL ENGINEER: B2 ENGINEERS BASRI BASRI 15306 61 ST PL NE KENMORE, WA 98028 p: 425.318.7047 basri@b2engineers.com CONTRACTOR: MCKITH GENERAL CONTRACTING 9532 231 ST PL SW, EDMONDS, WA 98020 CONTACT: MAX MCKINLEY p: 206.819.4035 Max@mckithgc.com LOT INFORMATION PARCEL: 00434600002004 ADDRESS: 18810 84TH AVE. W, EDMONDS WA 98026 ZONING: 111 SINGLE FAMILY RESIDENCE OCCUPANCY: R-3 LEGAL DESCRIPTION: EDMONDS SEA VIEW TRACTS BLK 000 D-04 - E 90FT OF N 135FT OF TR 20 PARCEL AREA: .28 ACRES SO. FT. MAX LOT COVERAGE: 35% OF PARCEL AREA MAX HT: 30' MAX. PLATE HT + 5' FOR PITCHED ROOF BUILDING INFORMATION - GROSS SF EXISTING NEW SINGLE FAMILY STRUCTURE: 1 ST FLOOR 2524 TOTAL - 2524 CARPORT 204 DECK 392 DEMO ENERGY CODES ENERGY CREDITS PER R406.2 & R406.3 NO NEW HEATED SPACE TOTAL: 0 CREDITS BUILDING ENVELOPE COMPLIANCE TO FOLLOW PRESCRIPTIVE TABLE R402.1.1. MIN. INSULATION R-VALUE: WOOD FRAMED WALLS: 21 HEADERS AT EXT. WALLS: 10 FLOORS OVER UNHEATED SPACE 30 CEILINGS: 49 VAULTED CEILINGS: 38 SLAB R-VALUE & DEPTH 10, 2 FT BELOW -GRADE WALL R-VALUE 10/15/21 INT + TB MAX. U-VALUE: WINDOWS: .30 SKYLIGHTS: .50 OPAQUE DOORS: .30 BUILDING CERTIFICATE BUILDER SHALL COMPLETE AND POST AN 'INSULATION CERTIFICATE FOR RESIDENTIAL CONSTRUCTION' AND THE 2018 WSEC COMPLIANCE CERTIFICATE WITHIN 3' OF THE ELECTRICAL PANEL PRIOR TO FINAL INSPECTION. LIGHTING A MINIMUM OF 90% OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH EFFICACY LAMPS, PER WSEC R404.1. ALL EXTERIOR LIGHTING SHALL BE SHIELDED AND DIRECTED AWAY FROM RESIDENTIALLY ZONED LOTS, IN COMPLIANCE WITH SMC 23.44.008.H. MECHANICAL MECHANICAL EXISTING FURNACE TO REMAIN MECHANICAL VENTILATION LIST OF DRAWINGS A- ARCHITECTURAL A0.0 COVERSHEET A2.2 1 ST FLOOR PLAN S- STRUCTURAL S-0 GENERAL NOTES & SPECIFICATIONS S-1 FRAMING PLANS & DETAILS ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE MIN. VENTILATION AT BATHROOMS/LAUNDRY. 50 CFM INTERMITTENT /20 CFM CONTINUOUS MIN. VENTILATION AT KITCHENS: 100 CFM INTERMITTENT /30 CFM CONTINUOUS EXHAUST DIRECTLY TO THE OUTSIDE. THE POINT OF DISCHARGE OF EXHAUST AIR SHALL BE AT LEAST THREE FEET FROM ANY OPENING INTO THE BUILDING. WATER HEATER EXISTING WATER HEATER TO REMAIN ON JOB SITE OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES City Of Edmonds Building Department Work INTERIOR REMODEL Address 18810 84TH AVE W Owner O'LEARY Approved Date 11/15/2023 Building Official EI'i.(i Permit Number BLD2023-1389 ABBREVIATIONS ADD'L ADDITIONAL DIM DIMENSION FIN FINISH FV FIELD VERIFY MAT'L MATERIAL PT PAINT ADJ ADJUSTABLE DN DOWN FL FLOOR GC GENERAL CONTRACTOR MAX MAXIMUM PTD PAINTED SS STAINLESS STEEL AFF ABOVE FLOOR FINISH DR DOOR FLR FLOOR GWB GYPSUM WALLBOARD MDF MEDIUM -DENSITY FIBERBOARD RCP REFLECTED CEILING PLAN STL STEEL APPROX APPROXIMATE DS DOWNSPOUT FLUOR FLUORESCENT HB HOSE BIB MECH MECHANICAL REF REFERENCE STRL STRUCTURAL BLDG BUILDING DWG DRAWING FO FACE OF HD HEAD MFR MANUFACTURER REFR REFRIGERATOR TBD TO BE DETERMINED B.O. BOTTOM OF (E) EXISTING FOC FACE OF CONCRETE HDWD HARDWOOD MIN MINIMUM REQ REQUIRED T.O. TOP OF U CENTER LINE E EAST FOF FACE OF FRAMING HR HOUR MISC MISCELLANEOUS RM ROOM TYP TYPICAL CLG CEILING EA EACH FO FIN FACE OF FINISH HT HEIGHT MTL METAL RO ROUGH OPENING UNO UNLESS NOTED OTHERWISE CTR CENTER ELEC ELECTRICAL FOIC FURNISHED BY OWNER ID INTERIOR DESIGN (N) NEW S SOUTH VIF VERIFY IN FIELD CONIC CONCRETE ELEV ELEVATION INSTALLED BY CONTRACTOR INCL INCLUDE N NORTH SD SMOKE DETECTOR W WEST or WIDTH CONT CONTINUOUS EP ELECTRICAL PANEL FOIO FURNISHED BY OWNER INSUL INSULATION N/A NOT APPLICABLE SF SQUARE FOOT OR FEET W/ WITH CPT CARPET EQ EQUAL INSTALLED BY OWNER IN INCHES NIU NOT IN USE SIM SIMILAR W/IN WITHIN (D) DEMOLISH EQUIP EQUIPMENT FRMG FRAMING INT INTERIOR OC ON CENTER SOG SLAB ON GRADE WD WOOD DESCR DESCRIPTION EXT EXTERIOR FT FOOT OR FEET JT JOINT R PROPERTY LINE SPEC SPECIFICATION WT WEIGHT DIA DIAMETER FD FLOOR DRAIN FTG FOOTING LTG LIGHTING PLYWD PLYWOOD SQ SQUARE RECEIVED Nov 06 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT z 0 w w L) W (L w W O w m U) w_ U z a w W L) U) 0 z a w Q w w H W W z 0 Cn w 0 w c) Z U 0 Z U) z O H 0 z O L) W FR W 0 O tU H z O L) XC�MEL RES/pF O"P RD, Z F�TT o1�„w CF WA-2p65 LU (a) z LU U) LU LU J 0 N O W co Q Q C) co O z T oo DRAWN BY: A REVIEWED BY: XX PRINT DATE: 11/1/23 DRAWING ISSUE: DATE: PERMIT: 11/1/23 06 W Q = J CJ) n fy LJ LJ (J) O CU AOnO 43'-0" RESIpF'T 10'-3" 9'-6" 9'-6" P��MEL ' 9l Z Q RD TT<FIVA -� TYPICAL FLOOR NOTES: 1. ALL EXISTING DIMENSIONS ARE APPROXIMATE AND TO FACE OF EXISTING FINISH. TO BE VERIFIED IN o FIELD. ALL NEW DIMENSIONS ARE TO FACE OF FRAMING, UNLESS NOTED OTHERWISE. 2. ALL NEW INTERIOR WALLS TO BE 2x4 @ 16" O.C. (U.N.O.) (E) BEDROOM (E) BEDROOM 3. SMOKE DETECTORS AND CARBON MONOXIDE DETECTORS TO BE HARD WIRED AND INTERCONNECTED W/ BATTERY BACK-UP PER R314. 4. PLUMBING FIXTURES: PROVIDE NEW PLUMBING FIXTURES INCLUDING SINKS, FAUCETS, SHOWER FITTINGS & TOILETS AS SHOWN ON FLOOR PLAN. 0 5. DOOR HARDWARE: NEW DOOR HARDWARE SD N THROUGHOUT. 6. LIGHTING: A MINIMUM OF 90% OF LAMPS IN NEW SD LIGHT FIXTURES SHALL BE HIGH EFFICACY PER R404. o 7. VENTILATION FAN: REFER TO ENERGY REQUIREMENTS ON A0.0. EXHAUST DIRECTLY TO THE N © OUTSIDE. THE POINT OF DISCHARGE OF EXHAUST SD AIR SHALL BEAT LEAST THREE FEET FROM ANY (E) BONUS ROOM OPENING INTO THE BUILDING. W LEGEND _ DN E UTILITY (E)CLOSET MAIN ENTRY © CARBON MONOXIDE DETECTOR,SEE TYP. FLOOR NOTES #3 w SD SMOKE DETECTOR, SEE TYP. FLOOR NOTES #3 Q C0 H.W.H. FURNACE ' EXHAUST FAN ON SWITCH, SEE TYP. FLOOR NOTES #7. 0N z 00 (E) E.P. EXISTING WALL W U ww cn / Q - - - - DEMO WALL Ow Q uj DRYER (E) LAUNDRY Ll NEW WALL a W z 50 MIN CFM O L W 0 co � M WASHER m z O O (E) FAMILY ROOM W co N n (E) BATHROOM -El o z dui v 4 E�l W a 50 MIN CFM U cl)_ 0 Lu z Q J 14'-6" 8'-6" W w w 0 Lu W U Lu o Z W co U) W 0 W 2 H ~ (E) LIVING ROOM (E) KITCHEN o U H z ,- O w 0 o z w DRAWN BY: JK ®® O REVIEWED BY: XX 100 M I q. CFM z PRINT DATE: 11/1/23 O v W DRAWING ISSUE: DATE: o PERMIT: 11/1/23 M N I L W > co O N� I.L O Q 7 L (E) BEDROOM/OFFICE `�' w II­_ Q MODIFIED, J WINDOW TO REAMIN EGRESS CONTRACTOR TO VERIFY O0- O U O (N) POSTS PER STRL. (E) ROM 30"MIN. I MODIFIED CLR. _ O (N) FOOTING PER STRL. - - L 50 MIN CFM- - - - - bo LL r --I i i - - - L.L WINDOW TO REAMIN EGRESS CONTRACTOR TO VERIFY - -(N)CLOSET (E) BEDROOM r i � _- ENLARGED, WALLS TO BE I r i i -1 F' , I REMOVED PER PLAN, (N) POSTS AND BEAM PER STRL. I I I I o 0 I I �; RECEIVED (N) BEAM PER STRL. ' -I I 11 I I I I Nov 06 2023 CITY OF NDS DEVELOPMENT SERVICES N (N) POSTS PER STRL.DEPARTMENT Aili I I � V FIRST FLOOR PLAN 18'-81/2" 6-91/2" A2m2 26'-0" INTERNATIONAL BUILDING CODE (IBC LOADINGS ROOF SNOW LOAD ..................................................... RESIDENTIAL LIVE LOAD ...................................... DECK, BALCONY, PLATFORM LIVE LOAD ....................... RETAIL, CORRIDOR, LOBBY, WALKWAY LIVE LOAD ............. OFFICE LIVE LOAD...................................................................... PARKING LIVE LOAD .................................. WIND CRITERIA BUILDING CLASSIFICATION ............................... 11 ULTIMATE WIND SPEED (3 SEC GUST) MPH...... 98 MPH WIND EXPOSURE ........................................... B TOPOGRAPHIC FACTOR, Kzt................. 1.0 SEISMIC CRITERIA SEISMIC RISK CATEGORY ............................... 11 SPECTRAL RESPONSE COEFFICIENT, Ss .... 1.25 SPECTRAL RESPONSE COEFFICIENT, S1 .... 0.45 SEISMIC SITE CLASS ................................. D SEISMIC DESIGN CATEGORY ............................... D DUCTILITY (R) ............................... 6.5 METHOD AND BASE SHEAR ............................... ELF FOUNDATION DESIGN INFORMATION 2018 STRUCTURAL STEEL, BOLTING AND WELDING SPECIFICATIONS DRAWING LIST CONCRETE AND REINFORCING SPECIFICATIONS 25 PSF 1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS 1. ALL EXPOSED STEEL MEMBERS, HARDWARE, FASTENERS SHALL BE HOT DIPPED GALVANIZED OR EPDXY PAINTED PER SHEET NUMBER SHEET NAME ISSUE DATE • 40 PSF EXCEPT AS MODIFIED BELOW: ARCHITECT REQUIREMENTS. ALL CUT, REPAIRED AND EXPOSED SURFACE SHALL BE PAINTED WITH (2) COAT OF 95/o 60 PSF ACI-301 - "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" ZINC RICH PAINT PER ASTM A780. COLOR TO MATCH EXISTING. S-0 GENERAL NOTES AND 10-25-23 info@b2engineers.com 100 PSF ACI-318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" "HOT 2. STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: SPECIFICATIONS 425-31 8-7047 (0) 50 PSF ACI-305R - WEATHER CONCRETING" "COLD TUBE COLUMNS: ASTM A500, GRADE B (Fy = 46 KSI) S-1 FRAMING PLANS AND DETAILS 10-25-23 40 PSF & 3000# WHEEL LOAD ACI-306R - WEATHER CONCRETING" WIDE FLANGE COLUMNS OR BEAMS: ASTM 572 GR50 425-318-0031 (C ) ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" Grand total: 2 STEEL PIPES: ASTM A53, TYPE E OR S, GRADE B (Fy - 35 KSI.) 2. CONCRETE COMPRESSIVE STRENGTH REQUIREMENTS (PSI) STEEL PLATES, ANGLES AND MISC: ASTM A36 (Fy = 36 KSI) OR ASTM A992 BEARING BOLTS: ASTM A325 LOCATION f'c AT 28 DAYS W/C RATIO AIR CONTENT ADMIXTURES REQUIREMENTS SLIP CRITICAL BOLTS: ASTM A325 WITH LOCK WASHERS ANCHOR BOLTS: ASTM A307 (WOOD FRAMING) FOOTING 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) ANCHOR BOLTS: ASTM A325 (STEEL FRAMING) SLAB ON GRADE 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) FOUNDATION WALL 2500 PSI (MIN. OF 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE) 3. ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE ENGINEER -APPROVED, SELF -LOAD COLUMN NA INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. POST TENSIONED BLDG SLAB NA POST TENSIONED PARKING SLAB NA 4. STRUCTURAL STEEL WELDING SHALL CONFORM TO THE AWS CODES D1.1 AND D1.3. TOPPING NA ALL WELDING SHALL CONFORM TO THE AWS CODES AND STRUCTURAL DRAWINGS, AND SHALL BE PERFORMED BY SHOTCRETE NA CERTIFIED WELDERS USING DRY E70XX ELECTRODES WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE TO AWS MINIMUM SIZES, 3. PROVIDE GRADE 60 KSI (A615) FOR CONCRETE REINFORCING BASED ON PLATE THICKNESS. 4. TOTAL AIR CONTENT IS SPECIFIED IN THE TABLE ABOVE. AIR CONTENT TOLERANCE SHALL BE ± 1 % AND SHALL BE MEASURED AT THE POINT OF PLACEMENT. ALL CONCRETE EXPOSED TO THE WEATHER SHALL HAVE 5% TOTAL AIR REQUIRED. 1. STRUCTURAL DESIGN, DRAINAGE, SUBGRADE PREP. SHALL COMPLY WITH SOIL REPORT XX DEEP FOUNDATION SYSTEM: XX FOOTING BEARING PRESSURE: 1500 PSF ACTIVE/PASSIVE EARTH PRESSURE: N/A 2. ADDITIONAL NOTES/ REQUIREMENTS: XX GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. 2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER CAL-, NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS Dlr[ - , 74E MORE STRINGENT REQUIREMENT SHALL APPLY. 4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTIU', SHALL BE THE SAME AS FOR SIMILAR WORK. 5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN CONFORMANCE WITH THE PROVISIONS OF PREVAILING CODE EDITION OF THE "INTERNATIONAL BUILDING CODE" (IBC) AND STANDARDS REFERENCED THEREIN. 10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS, ETC., SHALL NOT BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. 11. STRUCTURAL ENGINEER WILL PERFORM PERIODIC STRUCTURAL OBSERVATION DURING CONSTRUCTION OF STRUCTURAL MEMBERS AND REVIEW OF REQUESTED SUBSTITUTIONS SHOP DRAWINGS AND SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL. CONTRACTOR SHALL ALLOW SUFFICIENT TIME FOR STRUCTURAL ENGINEER'S REVIEW: 1. SLAB CONDUIT LAYOUT 2. CONCRETE OR MASONRY MIX DESIGN 3. CONCRETE OR MASONRY REINFORCING 4. CONCRETE POST TENSIONING SYSTEM 4. FORMWORK 5. CONCRETE CURING PROCEDURE 6. STRUCTURALSTEEL 7. STUD RAILS AND HEADED ANCHOR EMBED PLATES 8. WOOD FRAMING/ LUMBER PACKAGE 9. SEISMIC HOLDOWN SYSTEM SUCH AS SIMPSON PRODUCTS DEFERRED SUBMITTALS: THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OR INSTALL 1. ANCHORAGE OF NONSTRUCTURAL COMPONENTS 2. CANOPIES AND BALCONIES 3. CURTAIN WALLS 4. EXTERIOR CLADDING 5. HANDRAIL AND GUARDRAIL ASSEMBLIES 6. HEAVY HUNG FIXTURES 7. MECHANICAL EQUIPMENT SUPPORT, SEISMIC ANCHORAGE OR RESTRAINING SYSTEM 8. STEEL STAIRS 9. WINDOW WASHING AND FALL PROTECTION SYSTEMS LUMBER. ANCHOR BOLTING AND NAILING SPECIFICATIONS 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER, BEARING STAMP OF WWPA. ALL EXPOSED LUMBER SHALL BE PRESSURE TREATED OR EXTERIOR GRADE 2. LUMBER GRADES TO BE (UNLESS NOTED OTHERWISE ON PLAN): WALL STUDS, 2X, 3 X........ HF STUD GRADE WALL PLATES, 2X, 3X........ HF STANDARD GRADE U.N.O JOISTS, 2 X 6: ............. HF #2 JOISTS, 2 X 8 AND UP....... DF #2 BEAMS, HEADERS, 6X ........ DF #2 BEAMS, HEADERS, 4X......... DF #2, WWPA GRADING POSTS, 4X, 6X.............. DF #2 U.N.O LUMBER NOT NOTED HERE... DF #2 U.N.O GLULAM BEAMS WESTERN SPECIES 24F-V4 PSL/LVL BEAMS 2.0E OR HIGHER 3. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY THAT IS IN CONTACT WITH OR RESTING ON FOUNDATIONS SHALL BE PRESSURE -TREATED DOUGLAS FIR/ HEMFIR IN ACCORDANCE TO WITH AWPA U1 (PLANT/SHOP TREATMENT) AND M4 (FIELD TREATMENT) STANDARDS. ALL BEARING WALL PLATES SHALL HAVE 5/8" O x10" J-BOLTS PLACED AT MAXIMUM OF 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE (MAXIMUM 48" OC SPACING). PROVIDE BP/BPS PLATE WASHER AT ALL FOUNDATION SILL PLATE ANCHOR BOLTS. PROVIDE TWO ANCHOR BOLTS MINIMUM PER SECTION OF SILL. FOR NON-SHEARWALL, PLACE ANCHORS AT 48". BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 4. NAILS: COMMON WIRE NAILS. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1 5. PRESSURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT WITH PT WOOD SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS G185 (1.85 OZ OF ZINC PER SQ FT MINIMUM) OR TYPE 304 / 316 STAINLESS STEEL SIMPSON Z-MAX CONNECTORS MEET THIS REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS) 6. ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED "SURFACE -DRY" AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NO MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED "SURFACE -GREEN" AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 7. NOTCHING AND BORING OF BEAMS AND JOISTS IS NOT ALLOWED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. REQUIRED? SPECIAL INSPECTIONS (PART 1) TYPE OF INSPECTION NO 1704.2.5 INSPECTION OF FABRICATORS PERIODIC Verify fabrication/quality control procedures NO 1705.1.1 SPECIAL CASES CONTINUOUS (work unusual in nature, including but not limited to alternative materials and systems, unusual design applications, materials and systems with special manufacturer's requirements) NO 1705.2 STEEL CONSTRUCTION 1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter EACH SUBMITTAL N, paragraph 3.2 for compliance with construction documents) 2. Material verification of structural steel PERIODIC 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) CONTINUOUS 4. Verify member locations, braces, stiffeners, and application of joint details at each connection PERIODIC comply with construction documents 5. Structural steel welding: a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) tasks listed in AISC 360, Table N5.4-1) b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA OBSERVE (4) tasks listed in AISC 360, Table N5.4-1) c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA OBSERVE OR PERFORM AS NOTED (4) tasks listed in AISC 360, Table N5.4-3) d. Nondestructive testing (NDT) of welded joints: see Commentary 1) Complete penetration groove welds 5/16" or greater in risk category III or IV PERIODIC 2) Complete penetration groove welds 5/16" or greater in risk category II PERIODIC 3) Thermally cut surfaces of access holes when material t > 2" PERIODIC 4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1 PERIODIC 5) Fabricator's NDT reports when fabricator performs NDT EACH SUBMITTAL (5) 6. Structural steel bolting: a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in OBSERVE OR PERFORM AS NOTED (4) accordance with QA tasks listed in AISC 360, Table N5.6-1) b.lnspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2) OBSERVE (4) 1) Pre -tensioned and slip -critical joints a) Turn -of -nut with matching markings PERIODIC b) Direct tension indicator PERIODIC c) Twist -off type tension control bolt PERIODIC d) Turn -of -nut without matching markings CONTINUOUS e) Calibrated wrench CONTINUOUS 2) Snug -tight joints PERIODIC c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA PERFORM (4) tasks listed in AISC 360, Table N5.6-3) 7. Inspection of steel elements of composite construction prior to concrete placement in accordance OBSERVE OR PERFORM AS NOTED (4) with QA tasks listed in AISC 360, Table N6.1 NO 1705.2.2 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL 1. Material verification of cold -formed steel deck: a. Identification markings PERIODIC b. Manufacturer's certified test reports EACH SUBMITTAL 2. Connection of cold -formed steel deck to supporting structure: a. Welding PERIODIC b. Other fasteners (in accordance with AISC 360,Section N6) 1) Verify fasteners are in conformance with approved submittal PERIODIC 2) Verify fastener installation is in conformance with approved submittal and manufacturer's PERIODIC recommendations 3. Reinforcing steel a. Verification of weldability of steel other than ASTM A706 PERIODIC b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, CONTINUOUS boundary elements of special concrete structural walls and shear reinforcement c. Shear reinforcement CONTINUOUS d. Other reinforcing steel PERIODIC 4. Cold -formed steel trusses spanning 60 feet or greater a. Verify temporary and permanent restraint/bracing are installed in accordance with the approved PERIODIC truss submittal package NO 1705.3 CONCRETE CONSTRUCTION 1. Inspection of reinforcing steel installation (see 1705.2.2 for welding) P1 2. Inspection of prestressing steel installation PERIODIC 3. Inspection of anchors cast in concrete where allowable loads have been increased per section CONTINUOUS 1908.5 or where strength design is used 4. Verify use of approved design mix P1 5. Fresh concrete sampling, perform slump and air content tests and determine temperature of CONTINUOUS concrete 6. Inspection of concrete and shotcrete placement for proper application techniques CONTINUOUS 7. Inspection for maintenance of specified curing temperature and techniques P4 8. Inspection of prestressed concrete: a. Application of prestressing force CONTINUOUS b. Grouting of bonded prestressing tendons in the seismic -force -resisting system CONTINUOUS 9. Erection of precast concrete members P4 a. Inspect in accordance with construction documents SEE CONST. DOCUMENTS b. Perform inspections of welding and bolting in accordance with Section 1705.2 ACCORDING TO SECTION 1705.2 10. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete P4 and prior to removal of shores and forms from beams and structural slabs 11. Inspection of formwork for shape, lines, location and dimensions P1 12. Concrete strength testing and verification of compliance with construction documents P4 YES POST INSTALLED ANCHORS IN HARDENED CONCRETE Per research reports including verification of anchor type, anchor dimensions, hole dimensions, hole P2 OR AS REQUIRED cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor BY THE APPROVED REPORT embedment and tightening torque INSPECTION NOTES: REQUIRED? SPECIAL INSPECTIONS (PART 2) NO 1705.4 MASONRY CONSTRUCTION (A) Level A, B and C Quality Assurance: 1. Verify compliance with approved submittals (B) Level B Quality Assurance: 1. Verification of fm and f'AAC prior to construction (C) Level C Quality Assurance: 1. Verification of fm and f'AAC prior to construction and for every 5,000 SF during construction 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and grout other than self -consolidating grout, as delivered to the project site 3. Verify placement of masonry units (D) Levels B and C Quality Assurance: 1. Verification of Slump Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered to the project 2. Verify compliance with approved submittals 3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and anchorages 5. Verify construction of mortar joints 6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages 7. Verify grout space prior to grouting 8. Verify placement of grout and prestressing grout for bonded tendons 9. Verify size and location of structural masonry elements 10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural members, frames, or other construction. 11. Verify welding of reinforcement (see 1705.2.2) 12. Verify preparation, construction, and protestion of masonry during cold weather (temperature below 40 F) or hot weather (temperature above 90 F) 13. Verify application and measurement of prestressing force 14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF of AAC masonry) 15. Verify placement of AAC masonry units and construction of thin -bed mortar joints (after the first 5000 SF of AAC masonry) 16. Verify properties of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry) 17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry) 18. Prepare grout and mortar specimens 19. Observe preparation of prisms NO 1705.5 WOOD CONSTRUCTION 1. Inspection of the fabrication process of wood structural elements and assemblies in accordance with Section 1704.2.5 2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with approved building plans 3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail or staple diameter and length, number of fastener lines, and that spacing between fasteners in each line and at edge margins agree with approved building plans 4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent restraint/bracing are installed in accordance with the approved truss submittal package NO 1705.6 SOILS 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. 2. Verify excavations are extended to proper depth and have reached proper material. 3. Perform classification and testing of controlled fill materials. 4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly NO 1705.7 DRIVEN PILE FOUNDATIONS 1. Verify element materials, sizes and lengths comply with requirements 2. Determine capacities of test elements and conduct additional load tests, as required 3. Observe driving operations and maintain complete and accurate records for each element 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element 5. For steel elements, perform additional inspections per Section 1705.2 6. For concrete elements and concrete -filled elements, perform additional inspections per Section 1705.3 7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge 8. Perform additional inspections and tests in accordance with the construction documents NO 1705.8 CAST IN PLACE FOUNDATIONS 1.Observe drilling operations and maintain complete and accurate records for each element 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata capacity. Record concrete or grout volumes 3. For concrete elements, perform additional inspections in accordance with Section 1705.3 4. Perform additional inspections and tests in accordance with the construction documents NO 1705.9 HELICAL PILE FOUNDATIONS 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque and other data as required. 2. Perform additional inspections and tests in accordance with the construction documents n1705.10.1 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR WIND RESISTANCE (1). The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of NO interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official and/or the Design Professional. (2). The list of Special Inspectors may be submitted as a separate document, if noted so above. (3). Special Inspections as required by Section 1704.2.5 are not required where the fabricator is NO approved in accordance with IBC Section 1704.2.5.2 (4). Observe on a random basis, operations need not be delayed pending these inspections. Perform these tasks for each welded joint, bolted connection, or steel element. (5). NDT of welds completed in an approved fabricator's shop may be performed by that fabricator NO when approved by the AHJ. Refer to AISC 360, N7. LEGEND: NO C CONTINUOUS INSPECTION P1 PERIODIC INSPECTION PRIOR TO CONCRETE PLACEMENT P2 PERIODIC INSPECTION PRIOR TO INSTALLATION OF ELEMENT P3 PERIODIC INSPECTION PRIOR TO USE ON PROJECT (ONCE ONLY) P4 PERIODIC INSPECTION AT LEAST ONCE ADAY P5 PERIODIC INSPECTION AFTER ELEMENT IS IN PLACE NO S VERIFY WITH SOILS ENGINEER T MATERIAL TEST REQUIRED 1. Inspection of field gluing operations of elements of the main windforce-resisting system 2. Inspection of nailing, bolting, anchoring and other fastening of components within the main windforce-resisting system 1705.10.2 COLD FORMED STEEL INSPECTIONS FOR WIND RESISTANCE 1.Inspection during welding operations of elements of the main windforce-resisting system 2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the main windforce-resisting system 1705.10.3 WIND RESISTANCE INSPECTIONS 1. Roof cladding 2. Wall cladding 1705.11.1 STRUCTURAL STEEL SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE INSPECTION OF STRUCTURAL STEEL /N ACCORDANCE WITH RISC 341 1705.11.2 STRUCTURAL WOOD SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1. Inspection of field gluing operations of elements of the seismic -force resisting system 2. Inspection of nailing, bolting, anchoring and other fastening of components within the seismic - force -resisting system 1705.11.3 COLD -FORMED STEEL LIGHT -FRAME CONSTRUCTION SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1. Inspection during welding operations of elements of the seismic -force -resisting system 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the seismic -force -resisting system TYPE OF INSPECTION PERIODIC PERIODIC CONTINUOUS PERIODIC CONTINUOUS PERIODIC P4 P4 P4 LEVEL B - P4 LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS CONTINUOUS P4 LEVEL B - PERIODIC LEVEL C - CONTINUOUS CONTINUOUS P4 CONTINUOUS CONTINUOUS LEVEL B - PERIODIC LEVEL C - CONTINUOUS CONTINUOUS LEVEL B - PERIODIC LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS LEVEL B - P4 LEVEL C - CONTINUOUS PERIODIC P5 P5 PERIODIC PERIODIC PERIODIC PERIODIC CONTINUOUS PERIODIC ♦ ♦P5 OF. WASH qSA i ♦ 1 • Z r ■ v Fj QG 43789 �O�S TORALENG\ G\�♦♦ ♦� S/ONAL EN O'LEARY REMODEL 18810 84TH AVE W, EDMONDS, WA 98026 CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS DRAWING INFO SEE SECTION 1705.2 SEE SECTION 1705.3 ISSUE DATE 10-27-23 SEE CONST. DOCUMENTS SEE CONST DOCUMENTS IISSUED FOR PERMIT CONTINUOUS PROJECT NO. 23262 CONTINUOUS ENGINEER XX SEE SECTION 1705.3 SEE CONST. DOCUMENTS REVISION SCHEDULE CONTINUOUS NO. DATE DESCRIPTION SEE CONST. DOCUMENTS CONTINUOUS P5 RECEIVED Nov 06 2023 PERIODIC CITY OF EDMONDS PERIODIC DEVELOPMENT SERVICES DEPARTMENT PERIODIC PERIODIC SEE AISC 341 GENERAL NOTES CONTINUOUS AND P5 SPECIFICATIONS PERIODIC S-0 PERIODIC Copyright b2 Structural Engineers 2008 FIRST FLOOR 1 /4" = 1'-0" info@b2engineers.com 425-318-7047 (0) 425-318-0031 (C ) ---''' EXISTING ROOF PURLINS — AND KICKERS TO REMAIN / EXISTING ROOF NEW BEAM PER PLAN, SHALL RAFTERS TO REMAIN \ — BE NAILED TOGETHER W/ \ — = —'— — — — — — — (3)16d @ 12" O.C. (BOTH SIDES) ' -- \ --�------------------- COPE EXISTING �� CEILING JOISTS TO . � PROVIDE L30 J ALLOW NEW BEAM ANGLE EACH BEAM END PROVIDE LUS HANGER TO EACH CEILING JOIST ALONG NEW BEAM NEW STUD POST PER PLAN, NAILED TOGETHER W/ PROVIDE DOUBLE BLOCKING EXISTING STUD 16d @ 6" O.C. (BOTH SIDES) UNDER NEW POST EXISTING STUD ♦ *Mae,* WALL TO REMAIN WALL TO REMAIN \ B PROVIDE L30 ANGLE (2 SIDES, 1�61 + P ti,� TOP AND BOTTOM OF NEW POST) `, EXISTING FLOOR FRAMING ♦ �oF .A ij TO REMAIN (NO CHANGES) ♦ ♦ _ CRAWLSPACE POST PER PLAN LPCZ POST CAP (BOTH SIDES) EXISTING FOUNDATION WALL ABU POST BASE W/ 5/8" X 5 1/2" STRONG BOLT 2 = EXISTING FOUNDATION WALL pO �GCT as7a9 �RA_� EN �1�SS/ONAL77— WITH FOOTING TO REMAIN WITH FOOTING TO REMAIN U SOIL PREPARATIONS ``' III III • ♦ ♦ • PER NOTES ON S-1- 1' - 6" —2 -44 REBARS - - EACH WAY Section A 1/2" = 1'-0" NEW (3)2X12 DF #2 EXISTING 2X6 ROOF ROOF BEAM RAFTERS @ 24" O.C. & 2X6 CEILING JOISTS — — — — — — — — — _ @ 16" O.C. TO REMAIN— — — — — — — — — — — — — — — — — — — — I p I — — — — — — ------ ------------------------------------ ROOF PLAN 1 /41' = 1'-01 1 IMPORTANT NOTES ON DRAWING REVIEW, FIELD VERIFICATION, TEMPORARY SHORING AND WATERPROOFING: 1. CONTRACTOR MUST REVIEW STRUCTURAL DRAWINGS PRIOR TO CONSTRUCTION & NOTIFY DESIGN TEAM/OWNER OF ANY DISCREPANCY IN COMPARISON WITH ARCHITECTURAL DOCUMENTS OR FIELD CONDITIONS. 2. IN REMODEL/RETROFIT PROJECTS, CONTRACTOR MUST FIELD VERIFY & NOTIFY DESIGN TEAM/OWNER OF EXISTING MECHANICAL, PLUMBING, AND ELECTRICAL LINES THAT MAY INTERFERE WITH STRUCTURAL WORK PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS MAY NOT REFLECT ALL EXISTING FRAMING CONDITIONS DUE TO LIMITED AVAILABLE INFORMATION. 3. CONTRACTOR IS SOLELY RESPONSIBLE IN PROVIDING PROPER TEMPORARY SHORING PRIOR TO REMOVING ANY STRUCTURAL ELEMENTS. 4. ENGINEER IS NOT RESPONSIBLE FOR WATERPROOFING SYSTEM OR DETAILS. CONTRACTOR/OWNER SHALL CONSULT WITH QUALIFIED PROFESSIONALS AS REQUIRED IMPORTANT NOTES ON FOUNDATION AND FRAMING: 1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS AT MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL TO AT LEAST 95% OF MAX. DRY DENSITY BASED ON ASTM D1557. GEOTECHNICAL ENGINEER MAY INSPECT TO VERIFY THAT THE FOUNDATION WILL BEAR ON SUITABLE MATERIAL. 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE SEE S-0 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE & HOLDOWN ANCHOR SIZE AND EMBEDMENT, PLEASE SEE S-XX (N/A) 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-XX (N/A) 5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED OTHERWISE ON PLAN 6. SLAB ON GRADE SHALL BE MIN. 4" THICK WITH #3 AT 18" EACH WAY (AT MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. SAWCUT JOINT (1" DEEP) AT 15 FT MAX. SPACING EACH WAY SHALL BE DONE WITHIN 4 TO 12 HOURS AFTER FINISHING, DEPENDING ON WEATHER. 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES & BLOCKING AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES & BLOCKING AND AT 12" AT FIELD FRAMING SYMBOLS: O'LEARY REMODEL 18810 84TH AVE W, EDMONDS, WA 98026 DRAWING INFO ISSUE DATE 10-27-231 ISSUED FOR PERMIT PROJECT NO. 232621 ENGINEER BB 1 REVISION SCHEDULE NO. DATE DESCRIPTION R A S 4 SIMPSON WSW WOOD p CONTINOUS STRONG WALL (24" WIDE) - POST RECEIVED A Nov 06 2023 FRAMING PLANS SW6 PLYWOOD POST STOPS CITY OF ETSERVI AND DETAILS SHEARWALL BELOW THIS FLOOR DEVELOPMENT SERVICES DEPARTMENT POST STARTS AT p� SHEARWALL HOLDOWN P THIS FLOOR LEGEND AND NOTES 1/4" = 1'-0" S-1 Copyright b2 Structural Engineers 2008