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APPROVED BLD PLN ENG RESUB1 BLD2023-0389+SITE & ARCH PLANS+7.10.2023_6.54.36_PM+36572413 McGOURTY RESIDENCE �ttM o�m FRONT ADDITION /ALTERATION 3 qP-3 _- a= DAo3NY 1139 — 3RD AVE SOUTH �v �qo EDMONDS, WA 98020 � �" VICINITY MAP SHEET INDEX PROJECT TEAM owner kelly mcgourty 1139 - 3rd ave. south edmonds, wa 98020 ...,,�.. , �...., _TION 1139 - 3RD AVE. SOUTH EDMONDS, WA 98020 architect designworks nw 6523 California ave sw # 244 seattle, wa 98136 206-450-9714 attn: Charlene k. smith char.smith@designworks-nw.com structural enaineer lund opsahl 1201 first avenue south suite 310 seattle, wa 98134 206-402-5156 attn: garrett peterson gpeterson@lundopsahl.com CCAICCAI CS COVER SHEET SHEET INDEX ARCHITECTURAL STRUCTURAL A-0.00 PROPERTY AND CODE INFORMATION S-0.0 STRUCTURAL TITLE SHEET GENERAL NOTES S-0.1 STRUCTURAL GENERAL NOTES A-0.01 ENERGY COMPLIANCE METHOD S-0.2 STRUCTURAL GENERAL NOTES LIGHTING &ELECTRICAL NOTES GRAPHIC SYMBOL LEGEND S-0.3 STRUCTURAL GENERAL NOTES A-00.2 ARCHITECTURAL KEY NOTES S-1.1 MAIN FLOOR FOUNDATION PARTIAL PLAN A-0.1 ARCHITECTURAL SITE PLAN S-1.2 MAIN FLOOR PARTIAL FRAMING PLAN SITE INFORMATION S-1.3 ROOF PARTIAL FRAMING PLAN A-0.2 CONSTRUCTION STORMWATER (TESC) PLAN S-3.1 STRUCTURAL CONCRETE DETAILS A-1.1 MAIN FLOOR PLAN v�� S-3.2 STRUCTURAL CONCRETE DETAILS A-2.1 EXTERIOR ELEVATIONS S-6.1 STRUCTURAL WOOD DETAILS (WEST -FRONT &SOUTH -PARTIAL) INTERIOR ELEVATION S-6.2 STRUCTURAL WOOD DETAILS A-2.2 EXTERIOR ELEVATIONS S-6.3 STRUCTURAL WOOD DETAILS (EAST -BACK &NORTH) ; A separate plumbing � S-6.4 STRUCTURAL WOOD DETAILS A-3.1 BUILDING SECTIONS � permit is require for WALL TYPE SCHEDULE � this permit. Please � S-6.5 STRUCTURAL WOOD DETAILS � obtain a plumbing � S-6.6 STRUCTURAL WOOD DETAILS A-3.2 WALL SECTION rmit from the city � DETAILS � of S-6.7 STRUCTURAL WOOD DETAILS NEW DOOR AND WINDOW SCHEDULE I A-3.3 WALL SECTION City Of Edmonds Building Department Work ADDITION/REMODEL Address 1139 3RD AVE S Owner MCGOURTY Approved Date 7/25/2023 ---------------------------------------- Building Official � [� Permit Number --_-__-__-BLD2023-0389 ---------------- APPROVED PLANS MUST BE ON JOB SITE OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE REVISIONS DATE - PAGES - CHANGES REV1 REV2 REV3 REV4 REV5 ENGINEERING DIVISION APPROVED. �� 07/21/2023 APPROVED BY PLANNING �� Jul 25 2023 Z O � N � Z �O�° � W �H>a QQQ� ��~��o C��zwMz �.iW�JM� � � �Q�w 12138 REGISTERED ARCHIT„T �LENE K. SMITH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date PERMIT COMMENT #1 7/10/23 TITLE COVER SHEET DRAWING INDEX RESUB Jul 11 2023 CITY OF EDMONDS DEVELOPMENT SERVICES Project # Sheet DEPARTMENT McGourty023 Date March 30, 2023 DESIGNER C. K. Smith PROPERTY AND CODE INFORMATION GENERAL NOTES PROJECT SITE ADDRESS: 1139 - 3RD AVE. SOUTH EDMONDS, WA 98020 1. EXISTING CONDITIONS ASSUMED, CONTRACTOR AND MANUFACTURER SHALL VISIT JOB SITE AND VERIFY ALL CONDITIONS AND DIMENSIONS IN THE FIELD PRIOR TO COMMENCING ANY MANUFACTURING, ASSEMBLY OR PARCEL # : 005820-002-009-01 AND 005820-002-008-02 CONSTRUCTION. IMMEDIATELY REPORT ANY DISCREPANCIES TO ARCHITECT OF RECORD CHARLENE K. SMITH N � OWNER: KELLY Mc GOURTY (206) 450-9714 OR char.smith@DesignWorks-NW.com FOR FURTHER INSTRUCTION. LEGAL DESCRIPTION: 2. DO NOT SCALE THE DRAWINGS. � M PARCEL A: THAT PORTION OF LOT 8, BLOCK 2, SOUTH PARK ADDITION TO EDMONDS, ACCORDING TO THE PLAT THEREOF ap 3 RECORDED IN VOLUME 8 OF PLATS, PAGE 13, IN SNOHOMISH COUNTY, WA, LYING SOUTHWESTERLY OF STATE HIGHWAY 3. SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 O � � PARCEL B: THE NORTH 66 FEET OF THE WEST 98 FEET OF LOT 9, BLOCK 2, SOUTH PARK ADDITION TO EDMONDS, � ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 13, IN SNOHOMISH COUNTY, WA 4. SEE STRUCTURAL GENERAL NOTES FOR ADDITIONAL INFORMATION. Q � � o SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON � � 3 5. DIMENSIONS ARE TO FACE OF FINISHED WALL. DOOR AND WINDOW DIMENSIONS ARE TO CENTER OF OPENING, � '� � Z UNLESS OTHERWISE NOTED (U.O.N.). (NOTE: GRID LINES ARE AT FACE OF WOOD STUD (PER STRUCTURAL � O Q O � PROPOSED PROJECT COMPLIES WITH THE FOLLOWING CURRENT CODES DRAWINGS) .� ^ 3 � � N � �� 3 2018 INTERNATIONAL BUILDING CODE (IBC) (STRUCTURAL) 6. ALL WORK, MATERIALS AND METHODS MUST CONFORM TO KING COUNTY WASHINGTON BUILDING CODE V � �o � (20181NTERNATIONAL BUILDING CODE (IBC), WITH 2O18 WA STATE AMENDMENTS) REQUIREMENTS. � N � O •� � 2018 INTERNATIONAL RESIDENTIAL CODE (IRC) (ARCHITECTURAL) 7. CONTRACTOR SHALL BE GOVERNED BY ALL CONDITIONS AS INDICATED IN THESE CONTRACT DOCUMENTS. � � ~ � (2018 INTERNATIONAL RESIDENTIAL CODE (IRC), WITH 2O18 WA STATE AMENDMENTS) 2018 WA STATE ENERGY CODE (WSEC) - (2018 WASHINGTON STATE ENERGY CODE -WSEC) 2018 INTERNATIONAL FIRE CODE (IFC) (2018 EDITION WITH WASHINGTON STATE AMENDMENTS AND WAC 51-54A) WA STATE VENTILATION AND INDOOR AIR QUALITY CODE INTERNATIONAL RESIDENTIAL CODE (WAC 51-13 AND CHAPTER 15) ELECTRICAL, PLUMBING, AND MECHANICAL WORK THIS PROPOSAL TO BE SUBMITTED UNDER SEPARATE PERMIT LAND USE CODE: (EXISTING PRIMARY RESIDENTIAL BUILDING) EDMONDS CITY CODE AND COMMUNITY DEVELOPMENT CODE (ECDC) - CHAP. 16.20 RS- SINGLE-FAMILY RESIDENTIAL" AND PER 16.20.030 TABLE OF SITE DEVELOPMENT STANDARDS (UPDATED: FEBRUARY 21, 2023) ZONED: RS-6 RESIDENTIAL SUB DISTRICT, ONE DU PER 6,000 SF MIN. LOT AREA OCCUPANCY TYPE: RESIDENTIAL GROUP R-3 BUILDING SETBACKS (PER ECDC TABLE 16.20.030 ): MINIMUM FRONT STREET SETBACK (3RD AVE. SOUTH): 20 FT (PROPOSED PROJECT COMPLIES -SEE SITE PLAN) MINIMUM BACK STREET SETBACK (EDMONDS WAY / HWY #104): 20 FT (PROPOSED PROJECT COMPLIES - NO CHANGE) MINIMUM SIDE (INTERIOR) SETBACK: 5 FT (PROPOSED PROJECT COMPLIES - NO CHANGE) STRUCTURE HEIGHT (PER ECDC TABLE 16.20.030 ): MAX STRUCTURE BASE HEIGHT ALLOWED: 25 FT. SEE EXTERIOR ELEVATIONS SHT. A-2.1 & A-2.2 FOR BLDG. HEIGHT (PROPOSED PROJECT COMPLIES) EXISTING UTILITIES CURRENTLY CONNECTED: CITY OF EDMONDS WATER AND SEWER DISTRICT SNOHOMISH COUNTY PUD FOR POWER PUGET SOUND ENERGY (PSE) FOR NATURAL GAS BUILDING STANDARDS: TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA (CITY OF EDMONDS, WA) (SEE STRUCTURAL DRAWINGS) ROOF& GROUND SNOW LOAD WIND DESIGN SEISMIC DESIGN CATEGORY' SUBJECT TO DAMAGE FROM WINTF,R DESIGN TEMPb ICF. BARRIER UNDERLAYMENT REQUIRED" FLOOD HAZARDS9 AIR FREEZING INDEX' MEAN ANNUAL TEMP" Speed" Topographic Special Wind Wind -Born Wcathering� Frost line Termite° (mph) Effects Kegion Debris Zonc depth" 25 85 NO NO NO D 1 Moderate 12 None 27" F. No (a) 1989 250 50 °F mph RESIDENTIAL inches (b) PSF ggSl� To May 16,1995 & Slight 110 mph ULTIM ATE IBC CONSTRUCTION TYPE: Type V-B RAINFALL: 2-INCHES PER HOUR SMOKE ALARMS: PROVIDE HARDWIRED FIRE/SMOKE ALARM PER IRC R314 (SEE FLOOR PLAN FOR LOCATION) SMOKE ALARMS SHOULD BE HARDWIRED TO MAIN ELECTRICAL SYSTEM OF THE BUILDING WIRING AND WHEN PRIMARY POWER IS INTERRUPTED SHALL RECEIVE BACKUP POWER FROM BATTERY. WIRING SHALL BE PERMANENT AND WITHOUT A DISCONNECTING SWITCH OTHER THAN THOSE REQUIRED FOR OVERCURRENT PROTECTION. SMOKE ALARMS SHALL BE INTERCONNECTED. CARBON MONOXIDE ALARMS: INSTALL CARBON MONOXIDE ALARM PER IRC R315 COMBINATION SMOKE ALARM & CARBON MONOXIDE ALARM SHOWN (1) PER FLOOR (SEE FLOOR PLAN FOR LOCATION) 8. CONTRACTOR SHALL PROVIDE ALL NECESSARY BLOCKING, BACKING, AND FRAMING FOR EXECUTION OF THIS CONTRACT. 9. CONTRACTOR WILL SUBMIT TO ARCHITECT OF RECORD (3) COPIES OF ALL SHOP DRAWINGS FOR ARCHITECTS REVIEW AND APPROVAL PRIOR TO FABRICATION, AND/ OR INSTALLATION. 10. CONTRACTOR WILL SUBMIT TO ARCHITECT OF RECORD (3) COPIES OF CUT SHEETS, SPECIFICATIONS, AND/OR MANUFACTURER INFORMATION FOR ALL FIXTURES, CASEWORK, EQUIPMENT AND DEVICES, ETC. FOR ARCHITECTS REVIEW AND APPROVAL PRIOR TO PURCHASE AND / OR INSTALLATION. 11. PRESSURE TREATED WOOD TYP. AT ALL SILL PLATES, RIM JOISTS AND WOOD MEMBERS IN CONTACT WITH CONCRETE, SLAB, FOUNDATION WALLS AND AT ALL OUTDOOR WEATHER EXPOSED MEMBERS. 12. DRILLING AND NOTCHING OF FRAMING MEMBERS SHOULD BE DONE CAUTIOUSLY AND IN ACCORDANCE WITH IRC R602.6 FOR PIPES, DUCTS, ETC. SO MEMBER IS NOT EXCESSIVELY WEAKENED. (SEE STRUCTURAL FOR ADDITIONAL) 13. EACH SUB -CONTRACTOR SHALL REMOVE ALL DEBRIS FROM THE WORK SITE AND BROOM CLEAN AT THE END OF EACH WORK DAY. 14. CONTRACTOR WILL REPAIR TO ORIGINAL CONDITIONS ANY AREAS DAMAGED BY EXECUTION OF THIS CONTRACT. 15. MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS TO BE CONTRACTOR DESIGNED AND SUBMITTED FOR PERMIT. SUBMIT PROPOSED MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS TO OWNER FOR REVIEW AND APPROVAL PRIOR TO PERMIT SUBMITTAL. WA STATE ENERGY CODE 2018 BUILDING ENVELOPE COMPLIANCE PATH: PER PRESCRIPTIVE PATH AND TABLE R402.1.1, PROPOSED PROJECT COMPLIES. SEE COMPLIANCE PATH DESCRIBED IN DRAWINGS AND AT "2018 ENERGY COMPLIANCE METHOD" SHEET A- 0.01 VENTILATION: PER IRC CHAP. 15 AND INTERNATIONAL MECHANICAL CODE (AS APPLICABLE) WITHOUT OPENING DOORS OR WINDOWS. EXHAUST FANS: PER IRC 1507.4 SOURCE SPECIFIC PROVIDED AT BATHROOM AND WHOLE HOUSE VENTILATION (SEE FLOOR PLANS FOR LOCATION &SIZE AND SEE "2018 ENERGY COMPLIANCE METHOD" SHEET A- 0.01 FOR ADDITIONAL INFO. 12138 Z REGISTERED ARCF-IITECT �C Rl ENE K. SMiTH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE PROPERTY &CODE INFORMATION GENERAL NO��Ug Jul 11 2023 CITY OF EDMONDS DEVELOPMENT SERVICES Project # Sheet DEPARTMENT McGourty023 Date � O . O O March 30, 2023 — DESIGNER C. K. Smith 2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING) 1. SEE "PROPERTY AND CODE INFORMATION" SHEET A-0.00 FOR CURRENT ENERGY CODE INFORMATION 2. THIS PROJECT COMPLIES WITH THE FOLLOWING REQUIREMENTS- "RESIDENTIAL PRESCRIPTIVE ENERGY CODE COMPLIANCE FOR ALL CLIMATE ZONES IN WASHINGTON (MARINE 4) "PER SINGLE-FAMILY -NEW AND ADDITIONS TABLE R402.1.1 REQUIREMENTS (COMPLIANCE FORM ATTACHED THIS PERMIT SUBMITTAL) INCLUDING ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS NOTED AT SUMMARY OF TABLE R406.2 AND FROM TABLE R406.3. OPTION #4 -ADDITIONS LESS THAN 500 SF : 1.5 CREDITS REQUIRED ADDITION AND EXISTING BUILDING ENVELOPE BASED ON COMPLIANCE WITH TABLE R402.1.1 WITH THE FOLLOWING MODIFICATIONS • HEATING OPTION #5 (CREDIT - 1.0) "ALL OTHER HEATING SYSTEMS" EXIST. NATURAL GAS FORCED AIR FURNACE (SEE DRAWINGS AND ARCHITECTURAL KEY NOTE #39) • ENERGY OPTION #1.2 (CREDIT 1.0) "EFFICIENT BUILDING ENVELOPE OPTION" PRESCRIPTIVE COMPLIANCE BASED ON TABLE R402.1.1 WITH THE FOLLOWING MODIFICATION VERTICAL FENESTRATION U = 0.20 (SEE DESCRIBED IN DRAWINGS AND "NEW DOOR &WINDOW SCHEDULE") • ENERGY OPTION #2.1 (CREDIT 0.5) "AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION OPTION" REDUCE THE TESTED AIR LEAKAGE TO 3.0 AIR CHANGES PER HOUR MAX. AT 50 PASCALS AND WHOLE HOUSE VENTILATION SHALL BE MET WITH A HIGH EFFICIENCY FAN (MAXIMUM 0.35 WATTS/CFM NOT INTERLOCKED WITH THE FURNACE FAN. (SEE DESCRIBED DRAWINGS AND ARCH. KEY NOTE #32 & #52) • ENERGY OPTION #4.1 (CREDIT 0.5) "HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM" FOR MECHANICAL EQUIPMENT LOCATED OUTSIDE THE CONDITIONED SPACE, MAX. OF 10 LINEAR FEET OF RETURN DUCT AND 5 LINEAR FEET OF SUPPLY DUCT CONNECTIONS TO THE EQUIPMENT MAYBE OUTSIDE THE DEEPLY BURIED INSULATION. ALL METALLIC DUCTS LOCATED OUTSIDE THE CONDITIONED SPACE MUST HAVE BOTH TRANSVERSE AND LONGITUDINAL JOINTS SEALED WITH MASTIC. IF FLEX DUCTS USED, THEY CAN NOT CONTAIN SPLICES AND DUCT LEAKAGE SHALL BE LIMITED TO 3 CFM PER 100 SQUARE FEET OF CONDITIONED FLOOR AREA. AIR HANDLER SHALL BE LOCATED WITHIN THE CONDITIONED SPACE. (SEE DRAWINGS AND ARCHITECTURAL KEY NOTES #39 & #32) • ENERGY OPTION #5.2 (CREDIT 0.5) "EFFICIENT WATER HEATING" ENERGY STAR RATED NATURAL GAS WITH MINIMUM UEF OF 0.80 (CONFIRM EXISTING WATER HEATING SYSTEM OR REPLACE) (SEE DRAWINGS AND ARCHITECTURAL KEY NOTE #46) 3. SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 AND SEE "LIGHTING &ELECTRICAL NOTES" SHEET A-0.01 4. FRESH AIR INLETS AND FRESH AIR DISTRIBUTION: SEE NOTES AT "NEW DOOR AND WINDOW SCHEDULE" SHEET A-3.2 . 5. EXHAUST VENTILATION SYSTEM PER IRC TABLE M1507.4 /SOURCE SPECIFIC CAPACITY REQUIREMENTS AND FAN EFFICIENCY PER WAC 51.11 R TABLE R403.6.1. SEE FLOOR PLANS AND "ARCHITECTURAL KEY NOTES" FOR NEW EXHAUST FANS NOTE #46 (NEW MASTER BATHROOM VENTILATION -FAN #1) AND NOTE # 52 (NEW WHOLE HOUSE VENTILATION- FAN #2) 6. HEATING PROVIDED BY EXISTING HIGH EFFICIENCY NATURAL GAS DUCTED FORCED AIR FURNACE. SEE "SITE PLAN" FOR HVAC UNIT LOCATION AND "ARCHITECTURAL KEY NOTES" # 39 & #44 FOR ADDITIONAL INFORMATION. 7. NEW HEATED FLOOR AREA (GROSS) : 1,936 SF NEW TOTAL EXIST. HEATED AREA = 1,701 SF PLUS NEW ADDITION HEATED AREA = 235 SF CONDITIONED SPACE MEETING ADDITION REQUIREMENTS AS NEW CONSTRUCTION 8. AREA OF EXISTING EXTERIOR DOORS: 50.4 SF TOTAL 9. AREA OF (E) VERTICAL FENESTRATION (WINDOWS &PATIO SLIDING DOOR) : 318 S F EXISTING TOTAL 10. PERCENT OF GLAZING TO WALL AREA : 19% (NEW TOTAL ) 11. AIR LEAKAGE: THE NEW (AND EXISTING ALTERED) BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE PER IRC R402.4 (SEE DRAWING SECTIONS &DETAILS AND "ARCHITECTURAL KEY NOTES" # 32 & #18 FOR ADDITIONAL INFORMATION). NOTE: SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 SEE STRUCTURAL GENERAL NOTES SHEETS S-0.1, S-0.2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 Z Y !Y O Z w 0 M 0 N 0 N O } d 0 U LIGHTING &t ELECTRICAL NOTES 1. SEE WA STATE ENERGY CODE (WSEC) SECTIONS R502.1.1.4 LIGHTING AND R502.1.1 FOR ADDITION /ALTERATION AND EXISTING BUILDING PRESCRIPTIVE COMPLIANCE REQUIREMENTS. 2. TWO -LEVEL LIGHTING CONTROL AT ALL NEW AND RELOCATED FIXTURES. 3. ALL RECESSED FIXTURES TO BE IC RATED AND LABELED UNDER ASTM E283 WITH TESTED AIR LEAKAGE LESS THAN OR EQUAL TO 2.0 CFM, WITH NO HOLES OR SLOTS IN CAN. 4. ALL RECESSED CANS TO BE CAULKED OR SEALED BETWEEN CEILING AND CAN. 5. MINIMUM 90% OF INDOOR LUMINARIES WILL BE HIGH EFFICIENCY LUMINARIES, PER WSEC SECTION R404.1. 6. RELOCATED OR NEW OUTDOOR LIGHTING, MOUNTED AT EXTERIOR WALLS, TO HAVE MOTION SENSOR AND PHOTO -CELL /DAYLIGHT CONTROL AND BE HIGH EFFICIENCY LUMINARIES. 7. ALL NEW RECEPTACLES, (BATHROOM, EXTERIOR &ALL AREAS EXPOSED TO MOISTURE) SHALL BE GROUND FAULT CIRCUIT INTERRUPTION PROTECTED FOR 120V / 15 AMP OR 20 AMP. UNLESS NOTED OTHERWISE. GRAPHIC SYMBOL LEGEN D O ARCHITECTURAL KEY NOTE (SHEET A-00.2) 1 DETAIL NUMBER A-1 O WINDOW SYMBOL O DOOR SYMBOL PROPERTY CORNER OR ELEVATION EXHAUST FAN 0 SMOKE DETECTOR /ALARM co CARBON MONOXIDE DETECTOR /ALARM (E) EXISTING NEW WALL EXISTING WALL C _ _ _ _ _ __] EXISTING WALL TO BE DEMOLISHED 1A WALL TYPE DESIGNATION (SEE WALL TYPE SCHEDULE SHEET A-3.1) Z N M M 0 3 °� t/1 � �O O Q � 00 � '� � Z �/� WI Oa � O � � •� N ^ 3 � � � � 3 M }' O � .N QN � N �C cn � O 12138 Z REGISTERED ARCHITECT �, �p,.�...� ....� � - GNARL NE K. SMiTH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE ENERGY COMPLIANCE LIGHTING & �g SYMBOL LEG,FI'wJ�o23 CITY OF EDMONDS DEVELOPMENT SERVICES Project # Sheet DEPARTMENT McGourty023 Date � O ■ O March 30, 2023 - DESIGNER C. K. Smith ARCHITECTURAL KEY NOTES (Note -IRC Referenced below refers to the 2018 International Residential Code 2018 Edition with WA State Building Code Amendments Effective July 1, 2020) See General Structural Notes, Sheets S-0.1 thru S-0.3 for additional information. 1. ROOF COVERING: CLASS -A 20-YEAR, MODIFIED BITUMEN ROOFING (TORCH -DOWN) MATERIAL COMPLIANT WITH IRC CHAPTER 9 AND MEETING ASTM STANDARDS. STYLE AND COLOR TO MATCH EXISTING PER OWNER. "CERTAINTEED GTA" OR SIMILAR (SIM) INSTALLED PER MANUFACTURERS INSTRUCTIONS AND REQUIREMENTS. INCLUDE NEW INTEGRAL BUILT-IN GUTTER, CONFIGURATION AND DETAIL TO MATCH EXISTING INTEGRAL GUTTER. MAINTAIN POSITIVE SLOPE TO NEW DOWNSPOUT. (SEE ARCHITECTURAL KEY NOTES #2, #3, #4 & #37) 2. UNDERLAYMENT FOR BITUMEN ROOFING: PER IRC CHAPTER 9 TWO LAYERS OF UNDERLAYMENT. APPLY HORIZONTAL FROM EAVE TO RIDGE AND PARALLEL WITH AND STARTING AT THE EAVES, FASTENED SUFFICIENTLY TO PERMANENTLY HOLD INTO PLACE. 3. FLASHING : 28 -GAGE (MIN) STAINLESS STEEL TYPE 304 METAL CORROSION -RESISTANT FLASHING AT ALL WALL AND ROOF INTERSECTIONS, CHANGES IN ROOF SLOPE OR DIRECTION, AROUND ALL ROOF OPENINGS, WOOD IN CONTACT WITH CONCRETE, INTERSECTION OF EXTERIOR WALLS, SKYLIGHTS AND PORCHES AND TO COVER ALL EXPOSED SHEATHING EDGES, ETC. PER R703.4. ROOF FLASHING SHALL BE INSTALLED PER IRC CHAPTER 9. 4. FASCIA BOARD :WOOD (CONFIRM DIMENSION IN FIELD) MATCH AND ALIGN WITH EXISTING WOOD FASCIA (PAINT TO MATCH EXISTING -PER OWNER) 5. WOOD ROOF RAFTERS : NEW WOOD ROOF RAFTERS PER STRUCTURAL DRAWINGS. (SEE ARCHITECTURAL KEY NOTES #1, #6 & #8) ROOF SHEATHING : SEE STRUCTURAL DRWGS. FOR EXTERIOR GRADE PLYWOOD (NO OSB), UNLESS NOTED OTHERWISE. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL INFO. 7. INTERIOR WALL FINISH: 1/2" -GYP WALL BOARD OR WATER RESISTANT SUB -BACKER BOARD AT BATH /SHOWER SURROUND (PAPERLESS AND/OR CEMENT BOARD AT BATHROOM WALLS AND CEILING) (PER WALL TYPE SCHEDULE) AT WOOD FRAMED WALLS WITH LIGHT TEXTURE /EGGSHELL SPRAY FINISH MATCH EXISTING OR PER OWNER. HOLD GYP. BOARD %-INCH MINIMUM ABOVE CONCRETE (TYP). (SEE ARCHITECTURAL KEY NOTES #9 & #10) 8. ATTIC INSULATION : R-38 / 10 %" THICK MIN. THICK "ROXUL - COMFORTBATT" OR SIM. ROCK WOOL UNPAGED BATT ATTIC INSULATION. MAINTAIN AT LEAST 1" VENTILATION SPACE REQUIRED ABOVE ROOF INSULATION (TYP.) FULL INSULATION DEPTH EXTENDS OVER THE TOP PLATE OF THE EXTERIOR WALL. F I E LD V E R I FY EX I STI N G INSULATION VALUES ABOVE EXISTING WORK AREA. (SEE ARCHITECTURAL KEY NOTES #9 & #10) ). REQUIRED PER ENERGY CODE COMPLIANCE. 9. CEILING FINISH GYP BOARD: NEW 5/8" INTERIOR CEILING NO -SAG GYP BOARD (TYP.) WATER RESISTANT SUB -BACKER BOARD AT BATH /SHOWER SURROUND (PAPERLESS AND/OR CEMENT BOARD AT BATHROOM WALLS AND CEILING) NOTE: NO AGGREGATE OR HEAVY TEXTURE AT CEILING GYP BOARD TYPICAL THROUGHPUT. EGGSHELL FINISH TO MATCH EXISTING OR PER OWNER. (PAINT COLOR PER OWNER) (SEE ARCHITECTURAL KEY NOTES #10 AND #32) 10. VAPOR RETARDER: CLASS I PER IRC R702.7 INSTALLED TOWARD WARM SURFACE PER MANUF. INSTALLATION INSTRUCTIONS AND RATED AT 0.1 PERM -DRY CUP OR LESS TYPICAL ALL EXTERIOR CONDITIONS WHERE NOTED AND SHOWN AT "WALL TYPE SCHEDULE". 11. ELECTRICAL SERVICE METER : EXISTING ELECTRICAL METER TO REMAIN. 12. ELECTRICAL SERVICE PANEL: EXISTING TO REMAIN / 200 AMP MAIN BREAKER (CONFIRM). T �. WALL FRAMING NEW 2X6 OR 2X4 WOOD STUDS SEE "WALL TYPE SCHEDULE" & DRAWINGS AND PER STRUCTURAL DRAWINGS, DETAILS &SEE GENERAL STRUCTURAL NOTES FOR TIMBER GRADE AND ADDITIONAL FRAMING &CONNECTION INFO. (SEE ARCHITECTURAL KEY NOTES #10, #14, #16, #17, #18 & #32) 14. TOP PLATE: NEW WALL TOP PLATE DOUBLE 2X6 CONTINUOUS -UNLESS OTHERWISE NOTED. SEE GENERAL STRUCTURAL DRAWINGS &NOTES FOR TIMBER GRADE AND ADDITIONAL FRAMING &CONNECTION INFO. AND PROVIDE OVERLAPPING AT CORNERS AND INTERSECTIONS. (SEE ARCHITECTURAL KEY NOTES #17 & #32) 15. WALL SHEATHING WRAP: WEATHER RESISTANT EXTERIOR AIR INFILTRATION BARRIER, "TYVEK" OR OTHER APPROVED WEATHER RESISTANT MATERIAL SHALL BE INSTALLED UNDER ALL SIDING PER IRC TABLE R703. (SEE ARCHITECTURAL KEY NOTES #24) 16. WALL INSULATION ABOVE GRADE : NEW INTERIOR INSULATION MIN. R-21 / 5 %"THICK (PER WALLTYPE SCHEDULE, FLOOR PLANS &DETAILS) "ROXUL-COMFORTBATT" ROCK WOOL BATT INSULATION AT FRAMED CAVITY EXTERIOR ABOVE GRADE WALLS PER DRAWINGS. INFILL EXTERIOR 2X HEADER FRAMING WITH R-10 INSULATION. (IMPORTANT NOTE: NO FIBERGLASS. PAPER OR FOIL -FACED INSULATION OR CELLULOSE INSULATION ALLOWED AT EXTERIOR BELOW GRADE WALLS. (SEE ARCHITECTURAL KEY NOTES #10, #13 & #32). REQUIRED PER ENERGY CODE COMPLIANCE. 17. FIRE BLOCKING : AT ALL CONCEALED SPACES OF WOOD FRAME CONSTRUCTION PER IRC R302.11. INCLUDING TOP AND BOTTOM OF ALL CONVENTIONAL, DOUBLE STUD, FURRED SPACES, AND STAGGERED STUD FRAME WALLS ARE TO BE FIREBLOCKED VERTICALLY AT THE CEILING AND FLOOR LEVEL AND HORIZONTALLY AT INTERVALS NOT EXCEEDING 10'. APPROVED FIRE -BLOCKING MATERIALS PER IRC R302.11.1. FIREBLOCKING REQUIRED AT ALL SOFFITS AND DROPPED CEILING BEAMS. FIREBLOCKING REQUIRED AROUND VENT, PIPE, AND DUCT PENETRATIONS OF CEILINGS AND FLOORS. FIRE BLOCKING OF CHIMNEY AND FIREPLACE PER IRC R1003.19. ALL SPACES BETWEEN EXHAUST FLUE VENT PENETRATIONS AND THE FLOORS AND CEILINGS THE FLUE PASSES THROUGH SHALL BE FIREBLOCKED (1" DEPTH OF BATT OR BLANKET OF MINERAL WOOL OR GLASS FIBER SUPPORTED BY STRIPS OF METAL OR METAL LATH). SEE THE BRACED WALL PANEL SCHEDULE FOR ADDITIONAL REQUIREMENT INFORMATION. (SEE ARCHITECTURAL KEY NOTE #32) 18. SILL GASKET : CLOSED CELL SILL SEAL GASKET /CAPILLARY BREAK TYPICAL ALL 2X WOOD PLATE TO CONCRETE CONDITIONS. (SEE ARCHITECTURAL KEY NOTES #32) REQUIRED PER ENERGY CODE COMPLIANCE. 19. WALL SHEATHING :CONTINUOUS EXTERIOR -GRADE PLYWOOD PER STRUCTURAL. ALIGN WHERE REQUIRED, ALSO PER IRC R703.1.1 SEE GENERAL STRUCTURAL DRAWINGS & NOTES FOR SIZE & TYPE AND ADDITIONAL INFORMATION. (SEE ARCHITECTURAL KEY NOTES #3, #15, #17 & #32) 20. CRAWL SPACE VENTILATION : NEW VENT OPENINGS TO MATCH EXISTING AT 1 S.F. PER 300 S.F. OF UNDER FLOOR AREA PER IRC R408.2. (235 S.F./ 300 S.F. = 0.78 S.F. IN VENT AREA REQUIRED) EVENLY PLACED FOR CROSS VENTING PER IRC R408.2. EXISTING VENTS TO REMAIN. SEE EXTERIOR ELEVATION SHEETS A-2.1 THRU A-2.4 FOR NEW VENT LOCATIONS. 21. WINDOWS: NEW WINDOW AT EXISTING DEMOLISHED WINDOW OPENING. AWNING STYLE DOUBLE -GLAZED LOW-E OPAQUE SAFETY GLASS WINDOW STYLE PER "NEW DOOR &WINDOW SCHEDULE". NEW WINDOW VERTICAL FENESTRATION U= 0.20. REQUIRED PERENERGYCODECOMPLIANCE. CENTER NEW WINDOW AT NEW SOAKING TUP. (SEE ARCHITECTURAL KEY NOTE #36) 22. CRAWL SPACE ACCESS EXISTING ACCESS OPENING (18"X24") TO CRAWLSPACE. INSULATE DOOR R-21 AND WEATHER STRIP. NOTE: CRAWLSPACE FLOOR GRADE SHALL BE CLEANED OF ALL VEGETATION, ORGANIC MATERIAL AND CONSTRUCTION DEBRIS PRIOR TO BUILDING BEING OCCUPIED PER IRC R408.5. EXISTING ACCESS OPENING AT FOUNDATION STEM WALL TO REMAIN. (SEE ARCHITECTURAL KEY NOTES #29 & # 32) 23. CRAWL SPACE ACCESS (NEW) : (24"X18" MIN. CLEAR) NEW ACCESS OPENING AT CLOSET FLOOR TO ACCESS ADDITION NEW CRAWL SPACE. PROVIDE INSULATED DOOR R-38 AND WEATHER STRIP /SEAL (SEE ARCHITECTURAL KEY NOTES #22, #32 & #33) 24. EXTERIOR SIDING: T1-11 BOARD AND/OR VERTICAL BOARD AND BATTEN SIDING STYLE AND ALIGNMENT TO MATCH EXISTING ADJACENT SIDING STYLE AND PAINT COLOR TO MATCH EXISTING APPROVED BY OWNER. CAREFULLY REMOVE, SALVAGE AND STORE EXISTING DEMOLISHED SIDING TO BE REUSED AT THE NORTH WALL EXTERIOR. 25. WOOD BASE TRIM: MATCH EXISTING INTERIOR TRIM PROFILE AND PAINT COLOR APPROVED BY OWNER. 26. ATTIC VENTILATION : NEW LINEAR STAINLESS STEEL SCREENED SOFFIT VENTS (1 %" W. CLEAR AREA CONTINUOUS) FOR NEW ROOF (235 SF / 150 SF = 1.6 SF VENT AREA TOTAL) REQUIRED AT NEW ADDITION PER IRC R806. SEE BUILDING SECTION SHEETS. (SEE ARCHITECTURAL KEY NOTE #8) MAINTAINAT LEAST 1"VENTILATION SPACE REQUIRED ABOVE ROOF INSULATION (TYPJ. 27. FOOTING DRAIN 4-INCH PERFORATED DRAIN PIPE WITH FILTER FABRIC WRAPPED GRAVEL. SLOPE 1" PER 10-FT MIN TO OUTFACE . (SEE ARCHITECTURAL KEY NOTES #28 ) 28. COURSE GRAVEL: SURROUNDS DRAIN PIPE FILTER FABRIC WRAP SIDES AND BELOW (SEE ARCHITECTURAL KEY NOTES #27 ) 29. FLOOR (CRAWL SPACE) INSULATION: NEW INTERIOR FLOOR INSULATION MINIMUM R-30 /7 %" THICK "ROXUL - COMFORTBATT" OR SIM. ROCK WOOL UNPAGED BATT INSULATION BETWEEN FLOOR JOISTS WITH VAPOR RETARDER ON TOP, ABOVE THE INSULATION. OWENS CORNING ECO-TOUCH OR SIM. (SEE ARCHITECTURAL KEY NOTE #10) REQUIRED PER ENERGY CODE COMPLIANCE. 30. GROUND COVER VAPOR RETARDER: 6-MIL-THICK MINIMUM BLACK POLYETHYLENE GROUND COVER OVER ALL EXPOSED SOIL FLOOR AREAS PER IRC R408.1. OVERLAP EDGES 12" AND SEAL. SEAL EDGES TO INTERIOR FACE OF FOUNDATION WALL. ALL DEBRIS TO BE REMOVED AND SOIL LEVELED TO SLOPE BEFORE LAYING MEMBRANE. 31. EXISTING CONCRETE FOUNDATION : SEE STRUCTURAL DRAWING DETAILS FOR TIE-IN INFO. WHERE REQUIRED. 32. SEAL &INSULATE: ALL PENETRATIONS THROUGH FLOOR, ROOF, WALL &CEILING, PLATES, FIREBLOCKING, SOFFITS /CEILING LINES, ETC. SHALL BE SEALED, GASKETED, OR WEATHER STRIPPED TO LIMIT OR ELIMINATE AIR LEAKAGE. SEAL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, BETWEEN THE WINDOW OR DOOR FRAMES AND THE FRAMING MEMBERS. SEAL OPENINGS BETWEEN WALLS AND FOUNDATIONS. BETWEEN WALL PANELS AT CORNERS WITH MIN. %-INCH BEAD OF SEALANT DESIGN FOR SPECIFIC USE AT PERIMETER OF WALL ASSEMBLIES. FILL TO DEPTH REQUIRED PER MANUFACTURERS INSTRUCTIONS TO COMPLETELY FILL VOIDS AND OPENINGS. APPLY TO ALL OPENINGS FORMED FROM OUTLETS, LIGHTS, ETC. PER MANUF. INSTRUCTIONS. SEAL OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOOR AND ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE. ADDITIONAL SPECIFIC LOCATIONS AND APPROVED MATERIALS PER IRC R602.8 (TYP). INSULATE ALL DUCTS AND PLUMBING IN UNCONDITIONED SPACES, DUCTS INSULATED TO R-8 AND DUCT LEAKAGE SHALL BE LIMITED TO 3 CFM PER 100 SF OF CONDITIONED FLOOR AREA. ALL HOTAND COLD WATER PIPING INSULATED TO R-4. REDUCEAIRLEAKAGET03.OAIR CHANGES PER HOUR MAXIMUM AT 50 PASCALS REQUIRED PER ENERGY CODE COMPLIANCE. (SEE ARCHITECTURAL KEY NOTES #3, #10 & #18) 33. FLOORING: NEW HARDWOOD FLOORING MATCH EXISTING (TYPE &COLOR APPROVED BY OWNER) ALIGN WITH EXISTING FINISH FLOOR ELEVATION -PROTECT EXISTING FLOORING TO REMAIN FROM DAMAGE DURING CONSTRUCTION. ANY DAMAGE REPAIR WORK TO BE DONE BY CONTRACTOR OF OWNER'S CHOICE AND CHARGED TO RESPONSIBLE PARTY. 34. FLOORING TRANSITION: NEW TRANSITION TO NEW OR EXISTING FLOORING (TYPE & COLOR TO MATCH EXISTING & SPECIFIED BY OWNER). INSTALLED PER MANUFACTURER'S INSTALLATION INSTRUCTIONS - PER OWNER'S FLOORING SPECIFICATION. (SEE ARCHITECTURAL KEY NOTES #33 AND #35 FOR ADDITIONAL) 35. BATHROOM FLOORING: CERAMIC FLOORING TILE (STYLE AND COLOR APPROVED BY OWNER) WITH ELECTRIC RADIANT FLOOR HEATING SYSTEM INSTALLED OVER AN INSULATED FLOOR BOARD LAYER AND AN INDEPENDENTLY CONTROLLED THERMOSTAT. "SUNTOUCH" ELECTRIC RADIANT FLOOR HEATING MATT OR SIMILAR WITH NO ELECTROMAGNETIC FIELD CREATED. INSTALL ALL COMPONENTS PER MANUF. REQUIREMENTS AND INSTRUCTIONS. 36. SOAKING TUB: NEW 5-FT ACRYLIC FLAT BOTTOM SOAKING TUB (STYLE AND COLOR SPECIFICATION PER OWNER) i �,��, v v v v v 37. ROOF GUTTER &DOWNSPOUT : ROOF DRAINAGE PER SEAMLESS INTEGRAL BUILT-IN ROOF GUTTER MATCHING EXISTING INSTALLED AT EACH LOW POINT AND DIRECTED TO EXISTING OR NEW ALUMINUM DOWNSPOUT (DS) AND CONNECT /TIGHT -LINE NEW DS TO EXISTING STORM DRAIN (SD) LINE (TYP) AND PROVIDE CLEANOUTS PER CODE. ALL 1 NEW DS TO DRAIN AWAY FROM BUILDING FOUNDATION WALLS. FLASHING AS REQUIRED PER MANUFACTURER REQUIREMENTS AND TO MATCH EXISTING CONDITION. �„ (SEE ARCHITECTURAL KEY NOTES #1, #2, #3, #4, #5 & #6) 38. GAS METER: EXISTING GAS METER. �\ 39. FURNACE /HVAC: EXISTING NATURAL GAS FORCED AIR FURNACE TO REMAIN "CARRIER MODEL CNPVP3617ALA 3-TON PURON UPFLOW/DOWNFLOW 17" CASED EVAPORATIVE -COIL SPLIT -SYSTEM COOLING CAPACITY18,000/57,500. EXTENSION OF EXISTING DUCTS TO NEW ADDITION FLOOR SPACE AS REQUIRED PER MECHANICAL DESIGN &PERMITS TO BE PROVIDED BY GENERAL CONTRACTOR. ALL EXISTING DUCTS TO BE INSULATED TO MINIMUM R-8 REQUIRED. (SEE ARCHITECTURAL KEY NOTES #44 & #32) REQUIRED PER ENERGY CODE COMPLIANCE. 40. SHOWER: NEW WALK-IN TILED SHOWER (3'-4" X 6' - GC CONFIRM DIMENSIONS) ALL GLAZING AT SHOWER SHALL BE SAFETY GLAZING AND WITH NEW WALL MOUNTED FAUCET SLOPE FLOOR TO DRAIN. PROVIDE ADDITIONAL SHOWER SUPPORT FLOOR FRAMING AND SEAL/ INSULATE BEHIND SHOWER WALLS R-21. TILE FLOOR AND WALLS TO 6'-0" A.F.F. MIN. (SEE ARCHITECTURAL KEY NOTES #7, #10, #16, #17 AND #32 FOR ADDITIONAL) 41. BATHROOM VENTILATION: NEW EXHAUST VENTILATION FAN #1 WITH MANUAL CONTROL AND ON TIMER MIN. 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS OPERATION PER IRC M1507 WITH BACK DRAFT DAMPER AND TERMINATE TO VENT DIRECT TO OUTSIDE AND INSULATE DUCT. (FAN, DUCTS, AND CONTROLS TO COMPLY WITH IRC 1507.3A AND IMC 403.8.6) (SEE WA. STATE ENERGY CODE/IECC.) (SEE KEY NOTES #3, #17 AND #32 FOR ADDITIONAL INFO.) REQUIRED PER ENERGY CODE �nnnn� �a n��F 42. BATHROOM SINK: NEW 6'-0" L. VANITY BASE CABINET WITH DOUBLE -SINK (STYLE & FINISH PER OWNER) (SEE ARCHITECTURAL KEY NOTES #47) 43. WOOD COLUMN POST: NEW SUPPORT MEMBER, PER STRUCTURAL DRAWINGS. SEE STRUCTURAL FRAMING PLANS, DRAWING DETAILS AND GENERAL STRUCTURAL NOTES FOR ADDITIONAL SUPPORT COLUMN POST FOOTING INFORMATION. 44. THERMOSTAT: EXISTING 7-DAY PROGRAMMABLE THERMOSTAT CONNECTED TO EXISTING HVAC SYSTEM. (SEE ARCHITECTURAL KEY NOTE #39) REQUIRED PER ENERGY CODE COMPLIANCE. 45. CEILING FINISH GYP. BOARD: EXISTING CEILING AT 7'-8 3/8" ABOVE FINISH FLOOR (A. F. F. ) 46. WATER HEATER: WATER HEATER TANK (GAS) EFFICIENT ENERGY STAR RATED & MINIMUM E.F. OF 0.80 REQUIRED. VERIFY EXISTING (GAS) "STATE SELECT WATER HEATER - G56 50 YBRT 50-GAL ENERGY FACTOR = 0.58" WATER HEATER UNIT SPECS. CONFIRM OR REPLACE AS REQUIRED. PER R403.5.5 WATER HEATER IN GARAGE ON CONCRETE SLAB SHALL BE PLACED ON AN INCOMPRESSIBLE, INSULATED SURFACE WITH A MINIMUM THERMAL RESISTANCE OF R-10. (SEE ARCHITECTURAL KEY NOTE #32) REQUIRED PER ENERGY CODE COMPLIANCE. 47. MIRROR: NEW WALL MIRROR AT MASTER BATHROOM SINK VANITY. (SEE ARCHITECTURAL KEY NOTES #42) 48. WINDOWS: ALL NEW WINDOW VERTICAL FENESTRATION U= 0.20. SEE "NEW DOOR & WINDOW SCHEDULE". REQUIRED PER ENERGY CODE COMPLIANCE. 49. INTERIOR DOOR: NEW TERRACE STYLE POCKET DOOR 3'-0" W WITH OPAQUE ETCHED SAFETY -GLASS PANEL FOR BATHROOM PER OWNER. 50. DAMPROOFING: WHERE REQUIRED PER IRC R406.1 NEW AND EXISTING BELOW GRADE OR IN WALL CONCRETE WALLS AND FLOOR SHALL BE DAMPROOFED AROUND THE ENTIRE PERIMETER USING A METHOD THAT IS APPROVED BY IRC. (SEE ARCHITECTURAL KEY NOTE #19) 51. INFILL EXISTING EXTERIOR OPENING: REMOVE EXISTING WINDOW OR EXISTING DOOR AND INFILL OPENING FRAMING (SEE STRUCTURAL DRWGS. & "WALLTYPE SCHEDULE"), FINISH AND PAINT TO MATCH SURROUNDING AREA PER OWNER. (SEE ARCHITECTURAL KEY NOTES #3, #17,#15, #24 & #32 FOR ADDITIONAL) 52. WHOLE HOUSE EXHAUST VENTILATION: NEW EXHAUST VENTILATION FAN #2 WITH MANUAL CONTROL AND AUTOMATIC CONTROL TIMER. SONE RATING OF 1.0 OR LESS. SIZED PER IRC M1508.3 (60 CFM INTERMITTENT OR 30 CFM CONTINUOUS) PROVIDE BACK DRAFT DAMPER, VENT DIRECTLY OUTSIDE AND INSULATE DUCT. (FAN, DUCTS, AND CONTROLS TO COMPLY WITH IRC 1507.3A AND IMC 403.8.6) (SEE WA. STATE ENERGY CODE/IECC. RESIDENTIAL CONSTRUCTION ENERGY COMPLIANCE FORM ATTACHED THIS PERMIT SUBMITTAL) (SEE ARCHITECTURAL KEY NOTES #3, #17, AND #32 FOR ADDITIONAL INFORMATION) REQUIRED PER ENERGY CODE COMPLIANCE. N M M 0 3 °� � � �O Q � � O 00 '� � � Z �/� � WI � Oa O � •� 3 � � N � � 3 M }' O � QN � N .N � cn H � Z W O �O �V� �o -ZOoo �CZoo�� > Q Q~Q� OD Qom ~��0 (f� zwMz W O � � �J�p � DC LL Q � w 12138 REGISTERED ARCHITECT �L�NE K. SMITH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date 1 PERMIT COMMENT #1 7/10/23 TITLE ARCHITECTURAL KEY NOTES Project McGourty023 Date March 30, 202 DESIGNER C. K. Smith RESUB Jul 11 2023 CITY OF EDMONDS DEVELOPMENT SERVICES Sheet DEPARTMENT 3A-00.2 Z Y K 0 Z w 0 M N 0 N 0 } O U ARCHITECTURAL SITE PLAN INFO. AND PROPERTY LINE LOCATIONS AND SITE SURFACE CONTOUR DATUM ELEVATIONS PER SNOHOMISH COUNTY RECORDS NOTE: SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 SEE STRUCTURAL GENERAL NOTES SHEETS S-0.1, S-0.2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 ALL EXISTING LANDSCAPING NOTED TO REMAIN TO BE PROTECTED DURING CONSTRUCTION AND ANY DISPLACED LANDSCAPING TO BE RETAINED, STORED/PROTECTED AND REPLANTED PER OWNER'S DIRECTION APPROVED BY PLANNING �� /iG�G2�6Z�� Jul 25 2023 ENGINEERING DIVISION APPROVED. �� 07/21 /2023 ALL DISTURBED SOILS SHALL BE COMPOST AMENDED PER CITY OF EDMONDS STANDARD DETAIL SD-642 OR APPROVED EQUAL. ALL EXPOSED SURFACES TO BE COVERED WITHIN 2 DAYS Zone RS-6 Corner X Flag Setbacks: Required Actual Front 20' 20.5' Sides 5 :______ 5 Rear � 15' 23.25' Other 25' 10.75' Height /,,\ EXIST. SURFACE � / I \ STORMWATER STREET I CATCH BASIN (CB) I I r BAY LAUREL I Laurus Nobilis (4"DBH) (TYP) y 1 I (EXIST TO REMAIN) 1 �+ / ` (E) CONCRETE V I I STREET I � I � CURB I � _ I Z I � a 8 �\� � w 1 w � 1 1 a � � W \ W I r � o I I \ � Iz I � I \ � _ \ I I RELOCATE (E) _ I__ WOOD FENCE & CENTER LINE i � I GATE (E) CONCRETE � I -� STREET 30'-0" R. O. W. � � �30•�' Rom. Wi RIGHT OF WAY _ = WESTERN RED CEDAR If existing clean Thuja plicata (4"DBH) I out is not (EXIST TO REMAIN) accessible with I � remodel, move to I I MAPLE a location that is Acer pseudop tanus (4"DBH) accessible. A � (EXI T TO REMAIN) I Side Sewer Permit will be required. I I I (E) POWER POLE AND OVERHEAD OWER LINE I I 1 20 _ I I (E) 1'-6" ROCKE I I E� WATER � { I w � I METER I NEW COVERED FRONT COURTYARD ROOF LINE I I EXTENSION I I I NEW 4' H METAL FENCE WITH GATE I I I I I// SITE INFORMATION WIDEN (E) DRIVEWAY (CONFIRM I M I EXTENT IN FIELD) I \ / I ,�'fi z � i I ^ I � a I �` I w � / I a � � w EXIST. w SURFACE CONTOUR ELEV.(TYP) �� `1� 7� / I .j► A . � •�A'�A �. , i%<^ '��j.�. ,�y 1;F, • � � • x.. aw • r►�i,�. ;1�r<� _ ,Ts<. _ 'R: I (E) GRAVEL I PARKING I / I � 20' I ' FRONT SETBAC� NEW ROOF 37 i D.S. NEW Q �� 3? ��6P Q � O � \ \ O \ MAPLE \\ \� \\ \\ \\ .\ \ O Q \ Acer pseudoplatanus (24"DBH) \ \ S7° � \ XIST TO REMAI\ \ � � \ O / \ \ \ \ � � \ � �\ \\1 \\ � � I WESTERN RED CEDAR .� \ Thuja plicata (40" DBH) �� I � \ (EXIST TO R\ AIN) \ \ \ � O�QV I \ WESTERN RED CEDAR �,`� � Thuja plicata (24"DBH) ` l I \ (EXIST TO REMAIN) � \ / � \\ / SRO°. �� \\ \ \� M1. I ' � � A v \��n � \ 83� \ \ \ (E) GAS BAY LAUREL METER � 1 Laurus Nobilis (4"DBH) (TYP) I(E) (EXIST TO REMAIN\ (E) ELECT ROOF I \ \ METER LINE ' \ (TYP) I ROOF I LINE � � �� (E) D.S. lEl Lnw" ' y r --- r� I -- � ----� —� I N 89° 29' 25" W -- I ----I--- —'C --J — — � I 12'-8" I p' � 30'-0" EXISTING � 20'-4" / a Q � � I ADDITION / I� i 235 SF I i / o�� o tso�ss�oESA��sEwEa � \ i i (E) LAWN / / II II ERELO�TED (E) ap 3' / 3'`s;aP•'R � TI. ROOF E��E � � � M� \\� w `"" I I L____s__ I� � (TYP) PREVIOUS I w�E xisnN II II PARCEL B 5��5 -0_��N WEa�so _ ____ ----- ---- �exi li \DWN I � � � ��ra,°�, owe (E)PATIO I I (CONCRETE) I (E) BACK I e `°`" I 37 o s ROOF 1 i t ENTRY -N� � � I w II ��M�E. L�-- —s --s �a�sr�x� � °ate„ � c0 � � � I w l I I � I II I14�-�� TM�s � ti a � � I 16' II I w \� � I V � °„„ J EXIST SINGLE-FAMILY �I � �� E LLl \'� r� �r=� 1139 - 3RD AVE SOUTH II I I 5_0 � �� co / s/D� I I I 3' o II (1,936 SF NEW TOTAL) li I I I SETBACK / (E) coNc. I 49'-0" (E) I I I 23'- " I � w � DRIVEWAY v / L------ -------------1 I I I I m N / (E) GRAVEL — — — — (E) SIDEWALK (GONG) — I -� ' ° ai I � _ I Z — — / 1 / N 89° 23' 53" W Y I ° ' W � 37 (TYP) m 37 DES. 1 I 1 o p (E) SIDE / Z PROPERTY l~ll �' `� �' 39 ENTRY i I I ° LINE (TYP) w BAY LAUREL HVAC COMPRESSOR SETBACK Laurus Nobilis (3"DBH) LINE TY P ( ) (EXIST TO REMAIN) 102' ARCHITECTURAL SITE PLAN SCALE: 1 /16" = 1'-0" EXISTING INTERIOR PROPERTY LINE TO BE DISSOLVED PER CITY OF EDMONDS NONCONFORMING LOT REQUIREMENTS OF ECDC 17.40.030 (C) �� (E) METAL FENCE TO REMAIN (TYP) (E) WOOD � FENCE TO � M REMAIN (TYP) BAY LAUREL Laurus Nobilis (4"DBH) (TYP) (EXIST TO REMAIN) MAPLE Acer pseudoplatanus (4"DBH) (EXIST TO REMAIN) NORTH � IMPERVIOUS SURFACE AREA CALCULATION PROJECT SITE ADDRESS: 1139 - 3RD AVE. SOUTH EDMONDS, WA 98020-4104 EXISTING SINGLE-FAMILY DWELLING ROOF = 2,231 SF NEW ADDITION ROOF AND NEW COVERED ENTRANCE ROOF - 348 SF PARCEL # : 005820-002-009-01 AND 005820-002-008-02 EXISTING BACK YARD PATIO (GONG) TO REMAIN = 476 SF ZONING: RS-6 EXISTING WALKWAYS /STEPS (CONCRETE) AND = 768 SF OWNER: KELLY McGOURTY EXISTING DRIVEWAY (CONCRETE &GRAVEL) TO REMAIN LEGAL DESCRIPTION: NEW DRIVEWAY EXTENSION (CONCRETE) 43 SF PARCEL A: THAT PORTION OF LOT 8, BLOCK 2, SOUTH PARK ADDITION TO NEW WALKWAYS /STEPS (CONCRETE) = 156 SF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 Coverage percentages AND FRONT COURTYARD (PAVERS) OF PLATS, PAGE 13, IN SNOHOMISH COUNTY, WA, LYING SOUTHWESTERLY apply to structures on OF STATE HIGHWAY property not impervious surface. NEW TOTAL IMPERVIOUS SURFACE AREA = 4,022 SF PARCEL B: THE NORTH 66 FEET OF THE WEST 98 FEET OF LOT 9, BLOCK IMPERVIOUS SURFACE AREA LOT COVERAGE = 38% 2, SOUTH PARK ADDITION TO EDMONDS, ACCORDING TO THE PLAT THERE OF RECORDED IN VOLUME 8 OF PLATS, PAGE 13, IN SNOHOMISH COUNTY, WA ��tt �nt ^ C �nnyln INA�C�\/Illl I�` Gd'I IDC�T�REIF iF��+c+-WE[� — TOT] �. . 77-1TpTrGTT"67T�"TlT �r� I�dO(9 1 pip �nnn�� .:, SITUATED IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON N L O 3� N � �O Q� u 00 � _ � � .� I� Z o aQ^ � � N � O N � � 3 M �' O � .N QN � N �O cn � O 12138 Z REGISTERED ARCHIT �� T �._ .�, _ GNARL NE K. SMiTH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date 1 PERMIT COMMENT #1 7/10/23 nTLE ARCHITECTURAL SITE PLAN SITE INFOR Jul 11 2023 CITY OF EDMONDS DEVELOPMENT SERVICES Project ,� Sheet DEPARTMENT McGourty023 Date A 0 ■ March 30, 2023 — DESIGNER C. K. Smith 2' x 2" WOOD/STEEL FILTER FABRIC SECL TO 2" z 2' 14 GA WIRE FABRIC EQUAL NATNE BACKFILL MATERIAL FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS WIRE MESH FENCE TO SUPPORT FlLTER FABRIC BURY BOTTOM OF FlLTER MATERIAL 8' TO 1Y NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. CITY INSPECTION REQUIRED ON 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ALL EROSION CONTROL METHODS Acrlwn. BEFORE OTHER WORK CAN BEGIN _ REVISION DATE CITY OF EDMONDS FILTER FABRIC FENCE JANUARY 201e FILTRATION SYSTEMS PUBLIC WORKS STANDARD DEPARTMENT DETAIL �s}. 1g9� APPROVED BY: R. ENGLISH ER-9OO SYMBOL: FF CONSTRUCTION STORMWATER CONTROL (TESC) GENERAL NOTES 1. A FIRST GROUND DISTURBANCE INSPECTION IS REQUIRED PRIOR TO START OF WORK ON ALL SITES WITH LAND DISTURBING ACTIVITY. 2. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. 3. THE APPLICANT SHALL DESIGNATE AN EROSION AND SEDIMENT CONTROL (ESC) SUPERVISOR WHO SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES (BMPS). FOR LARGE CONSTRUCTION PROJECTS, THE ESC SUPERVISOR SHOULD BE A CERTIFIED EROSION AND SEDIMENT CONTROL LEAD (CESCL). PROVIDE THE NAME AND PHONE NUMBER OF THE ESC SUPERVISOR TO THE SITE INSPECTOR AT THE FIRST GROUND DISTURBANCE INSPECTION. 4. BMPS SHALL BE INSTALLED PRIOR TO STARTING CONSTRUCTION TO ENSURE SEDIMENT -LADEN WATER DOES NOT LEAVE THE PROJECT SITE OR ENTER ROADSIDE DITCHES, STORM DRAINS, SURFACE WATERS, OR WETLANDS. 6. THE BMPS INCLUDED IN THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. THE APPLICANT IS RESPONSIBLE FOR ENSURING THAT BMPS ARE MODIFIED AS NEEDED FOR UNEXPECTED STORM EVENTS OR OTHER UNFORESEEN CIRCUMSTANCES, AND TO ACCOUNT FOR CHANGING SITE CONDITIONS. 6. ANY AREAS OF DISTURBED SOIL THAT WILL NOT BE WORKED FOR TWO CONSECUTIVE DAYS DURING THE WET SEASON (OCT 1 TO APRIL 30) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1 TO SEPT 30) SHALL BE IMMEDIATELY STABILIZED WITH APPROVED BMPS METHODS (E.G. STRAW, MULCH, PLASTIC COVERING, COLD MIX, ETC.) 7. ALL DISTURBED AREAS TO BE COMPOST AMENDED PER 2022 SWMMWW BMP T.5.13 8. CITY STREETS AND SIDEWALKS SHALL BE KEPT CLEAN AT ALL TIMES. NO MATERIAL SHALL BE STORED ON CITY STREETS OR SIDEWALKS WITHOUT A STREET USE PERMIT FROM THE SEATTLE DEPARTMENT OF TRANSPORTATION (SDOT). 9. POLLUTION CONTROL MEASURES SHALL BE FOLLOWED TO ENSURE THAT NO LIQUID PRODUCTS OR CONTAMINATED WATER ENTERS ANY STORM DRAINAGE FACILITIES OR OTHERWISE LEAVES THE PROJECT SITE. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE STORED AND DISPOSED OF PROPERLY. 10. ENSURE THAT WASHOUT FROM CONCRETE TRUCKS IS PERFORMED OFF -SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. DO NOT DUMP EXCESS CONCRETE ONSITE, EXCEPT IN DESIGNATED CONCRETE WASHOUT AREAS. 11. ALL AREAS OF DISTURBED SOIL SHALL BE FULLY STABILIZED WITH THE APPROPRIATE SOIL AMENDMENT AND COVER MEASURES AT COMPLETION OF THE PROJECT. TYPICAL COVER MEASURES INCLUDE LANDSCAPING OR HYDROSEED WITH MULCH. CONSTRUCTION STORMWATER CONTROL (TESC) PLAN REQUIREMENTS THE BMPS SHOWN IN THE PLAN VIEW OF THIS PLAN ARE THE MINIMUM REQUIRED. ADDITIONAL BMPS ARE REQUIRED WHEN MINIMUM CONTROLS ARE NOT SUFFICIENT TO PREVENT EROSION OR TRANSPORT OF SEDIMENT OR OTHER POLLUTANTS FROM THE SITE. - MARK CLEARING LIMITS - DELINEATE ENVIRONMENTALLY CRITICAL AREAS - RETAIN TOP LAYER AND NATIVE VEGETATION - ESTABLISH CONSTRUCTION ACCESS - PROTECT DOWNSTREAM PROPERTIES AND RECEIVING WATERS - PREVENT EROSION AND SEDIMENT TRANSPORT FROM THE SITE - STABILIZE SOILS - PROTECT SLOPES - PROTECT STORM DRAINS - STABILIZE CHANNEL AND OUTLETS - CONTROL POLLUTANTS - CONTROL DEWATERING - MAINTAIN AND INSPECT BMPS - EXECUTE CONSTRUCTION STORMWATER CONTROL PLAN - MINIMIZE OPEN TRENCHES - PHASE THE PROJECT - INSTALL PERMANENT FLOW CONTROL AND WATER QUALITY FACILITIES - PROTECT STORMWATER BMPS PRIOR TO, DURING, AND AFTER CONSTRUCTION STOCKPILE AND EXPOSED SLOPE COVERING 6 MIL (MIN) ANCHOR WEIGHTS WITH CLEAR PLASTIC STAKES STRAW � SHEETING � WATTLE ,``'� �G � `` xa SOIL BERM \ � STRAW BALES � CONVEY RUNOFF TO APPROVED LOCATION Z � STOCKPILES w 0 c+� N N SYMBOL: � SP } o_ 0 U FULL WIDTH ESS/EGRESS DETAIL NOTES: O THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SRE AND/OR INFO THE PUBLIC RIGHT-OF-WAY. 20 ATB DRNEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. 1JS�URF`FA�CE WATER -ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTPBLE BERM WITH 5:1 SLOPES WILL BE PERMffTED. 2. MAINTENANCE -THE ENTRANCE SHALL BE MAINTAINED IN A CONDRION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SRE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WffH ADDITIONAL QUARRY SPALLS AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUF OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SRE. WHEN WASHING IS USED, R SHALL BE DONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 4. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS* < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 > 3 ACRE 100 +PROWDE ATB OR ASPHALT TRANSITION WHERE FRONTAGE ROAD IS AN ARTERIAL LENGTH TO BE DETERMINED Br cln INSPEctaR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN � REVISION DATE CITY OF EDMONDS STABILIZED CONSTRUCTION JANUARY 2018 ENTRANCE PUBLIC WORKS STANDARD DEPARTMENT DETAIL �s} 1g9� APPROVED BY: R. ENGLISH ER-901 SYMBOL: NOTE: SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 ALL EXISTING LANDSCAPING NOTED TO REMAIN TO BE PROTECTED DURING CONSTRUCTION AND ANY DISPLACED LANDSCAPING TO BE RETAINED, STORED/PROTECTED AND REPLANTED PER OWNER'S DIRECTION TREE &VEGETATION PROTECTION \ GRATE FlLTER SOCK WITH �� OVER FLOW HOLES (nP) CATCH BASIN OV NOTES: `CATCH BASIN 7, CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPDCATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CRY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. � CITY OF EDMONDS TEMPORARY SEDIMENT TRAP REVISION DATE JANUARY 2018 STANDARD PUBLIC WORKS FOR CATCH BASINS DEPARTMENT DETAIL Fs} 1g9� ER-902 APPROVED BY: R. ENGLISH SYMBOL: ST EXIST. SURFACE STORMWATER STREET CENTER LINE (E) CONCRETE CATCH BASIN (CB) - ADD FILTER SOCKS STREET I PER DETAIL ER-902 AT RIGHT OF WAY I CB DOWNSTREAM OF CONSTRUCTION SITE � Y W I I � W I I ST o 5 FA I I < <; Z OU (E) CONCRETE � i STREET I CURB w I O I _� I �� I I CS M I I I TREE PROTECTION FENCING AND SIGN CANOPY DRIP LINE DEFINES TREE & VEGETATION PROTECTION AREA 1. CHAIN LINK, WIRE MESH, OR SIMILAR OPEN RIGID MATERIAL (NO PLYWOOD) 2. MUST BE INSTALLED PRIOR TO DEMOLITION OR GROUND DISTURBANCE 3. KEPT IN PLACE FOR THE DURATION OF CONSTRUCTION 4. NO SOIL DISTURBANCE OR ACTIVITY ALLOWED WITHIN FENCED AREA: MATERIAL STORAGE/STOCKPILING, PARKING, EXCAVATION, DUMPING, OR WASHING 5. MODIFICATIONS OF THESE REQUIREMENTS BY APPROVAL OF CITY OF EDMONDS PLANNER ONLY 6. IF ROOTS GREATER THAN 2 INCH FOUND S I' OUTSIDE OF FENCING, PROTECT BY HAND EXCAVATION AND, IF NECESSARY, CUT CLEANLY AND KEEP MOIST REQUIRED REQUIRED 7. USE 3 INCHES OR DEEPER WOOD CHIP SIGNAGE FENCING MULCH OUTSIDE FENCED AREAS TO ' � PROTECT FEEDER ROOTS a VEGETATION PROTECTION � � 1. ORANGE MESH OR SIMILAR OPEN MATERIAL 2. MINIMIZE CONSTRUCTION ZONE 3. PROTECT VEGETATION OUTSIDE CONSTRUCTION ZONE WITH FENCING AS TREE &VEGETATION FENCING AROUND ENTIRE DRIP LINE ON PERMIT SITE. SHOWN ALTERNATIVE TREE PROTECTION, IF APPROVED 4. USE 3 INCHES OR DEEPER WOOD CHIP BY SDCI, AS SHOWN ON SITE PLAN MULCH OUTSIDE FENCED AREAS TO PROTECT FEEDER ROOTS ' SYMBOL: VEG BURY SHEETING IN 4"x6" TRENCH A MIN. OF 8 FT. SETBACK FROM TOP OF SLOPE, BACKFILL WITH WASHED ROCK �� 10' MAX. PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED TOE IN SHEETING IN 4"x6" TRENCH A MIN. OF 3 FT. SETBACK FROM BOTTOM OF SLOPE, BACKFILL WITH WASHED � ROCK CONVEY RUNOFF TO APPROVED LOCATION SLOPES 6 MIL (MIN) CLEAR PLASTIC SHEETING ANCHOR WEIGHTS WITH STAKES CONVEY RUNOFF TO APPROVED LOCATION 3' CONSTRUCTION I SITE ENTRANCE I (E) CURB CUT & GRAVEL PARKING I FIB I I I �� / I �L- � � RELOCATE (E) I WOOD FENCE & GATE FF NEW ROOF I LINE I I I I I I I I I (E) POWER POLE AND OVERHEAD I POWER LINE I I I I (E) 1'-6" ROCKERY I _ � I WATER I METER I I FF I I I I NEW 4' H METAL FENCE WITH GATE I I I I /I I I I� x WIDEN (E) � DRIVEWAY ' a (CONFIRM I EXTENT IN FIELD) I t � I I I z_ Q Z � Q � � w a N W W CONTOUR DNE '2 �) ANGLE TERMINAL ��'' � END UPHILL 24' TO 48' ,1P� TO PREVENT FLOW �0.�* AROUND WATTLE (nP) WOODEN4 STAKE�T�YP) D �� '9 �)� WATTLE \�' �0�1 TRENCH, SEE NOTE 2 4" MAX STAGGER o�PG 2" MIN � N OVERLAPS yQP O' S" MAz ' � y.� (TYP) .56 � 1'1: 2"x2"x24' UN -TREATED WOODEN STAKE (TYP) � M 6' DIAMETER PLAN VIEW MIN O 3 WA��<AILD�<AIL N r AREA AVAILABLE FOR 1 SPACING VARIES SEDIMENT TRAPPING SEE WATTLE SPACING (nP) rABLE (nP) 8" DIAMETER WATTLE Q� M SPACING TABLE � U SLOPE MAXIMUM SPACING Q M WATTLE (nP) N/ ' +.�: :; ��" SEE DETAIL 1 H:1 V 10'-0" � (� � A 1 3H:1V 30�-0" � L 1 H 4H:iV 40�-0" 0 � O SECTION A -A � � � � O WATTLE INSTALLATION ON SLOPES >4H:1V ONE RUN ONLY � � � � 3 I�I/�Trc V � NOTES: � w1 � � W_I 1. COMPOST WATTLES RECOMMENDED ON SLOPES. USE STRAW WATTLES IN PAVEMENT APPLICATION. ` ` /1�� N +(/� 2. ON SLOPES, INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOURS. � W INSFALLATION SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 8-01.3(10). � (n � Q 3. RUNOFF SHALL NOT RUN UNDER OR AROUND ROLL. ADDITIONAL STAKING MAY BE NECESSARY TO PREVENT UNDERCUTTING. 4. WATTLES SHALL BE INSPECTED REGULARLY, AND IMMEDIATELY AFTER A RAINFALL PRODUCES RUNOFF. REMOVE SEDIMENT AND ACCUMULATIONS WHEN E%CEEDING 1/2 HDGHf BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. � REVISION DATE CITY OF EDMONDS JANUARY 201e WATTLE INSTALLATION �� PUBLIC WORKS STANDARD DEPARTMENT D ETAI L ems} ig90 APPROVED BY: R. ENGLISH ER-903 SYMBOL: CS o � � � � � � '�O '� � � S �� \ � EXIST. 00 ��jf 1 \ � A � SURFACE � 'I �� \ � � \ CONTOUR � 4 \ \ \ � \ \ ELEV. (TYP) O \ � � \ \ \ ENZ5INEERING DIVISION �� PREVIOUS � �� O� \ � V � � A APP�OVED PARCEL A � \ \ \ � - D i �I � 1 � � \ � �� 07/21 /2023 J E \ \ \ \ \ �/ 3' / I (E) LAWN / -O� (E15PN� SEER & SD �/ =i •, I � � - � �i`' k c.�AT 1 �►; �i11i �, � 1 �r �� Y,. TI ,� �� TES � O \ SEE ARCHITECTURAL SITE PLAN SHEET A-0.1 FOR ADDITIONAL SITE INFORMATION a ) 1 I � I \ \ � I \ \ (E) D.S. Tel �nwN 1 �_ I 1 ---- - r------- �� ----�1 ti. I �f-� - II -� II - I I - J I� ADDITION Ij a, � II \ II I I 235 SF I, I/ � \ I I e\ I \ \ (E) METAL FENCE TO REMAIN (TYP) - -130 � (E) WOOD FENCE TO REMAIN (TYP) I O � 32 / -/ - NORTH � / cE) I Z � D.S. � I I, O I (TYP) w � PROPERTY EN)TRDYE SETBACK LINE (TYP) LINE (TYP) CONSTRUCTION STORMWATER TESC PLAN I '� /j---� I li -�� ROOF ii \ LINE pREVIOUS L f � II \ (TYP) I II ` II PARCEL B ------ �`R.v>Ro � ��Fao". -- EXIST SINGLE-FAMILY II `STEP I I (E)PAn° DWN I �Av�si v 1139 - 3RD AVE SOUTH I I (CONCRETE) i l I (E) BACK ENTRY t I II I (1,936 SF NEW TOTAL) II �L ---__ -sal I I I I a \ � o� �i I I\ � I r-JJ r- I I I I o I� I I � D\ WN I � I; I I II I I / DR VEOWAY � i � I I II I -------------- II I IN I I I I m ---------J � `L / (E) GRAVEL ` - I -I- � / (E) SIDEWALK (GONG) I ° ° w / 12138 Z REGISTERED ARCHLY �� T /{f�Wr • L/ � _ ' YC•NARL NE K. SMiTH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date 1 PERMIT COMMENT #1 7/10/23 nTLE CONSTRUCTION STORMWATER (TESC) PLANRESUB Jul 11 2023 Project McGourty023 Date Duly � o, 2023 DESIGNER C. K. Smith Sheet DEPARTMENT A-0.2 �� SCALE: 1 /16" = 1'-0" 1 Z Y K O Z w N 0 n 0 N Y a 0 U 1' NEW EMERGENCY EGRESS WINDOW 43 NEW ROOF LINE ABOVE (TYP) (NEW) 37 � 48 (TYP-2) o� M CV M z O 0 Q r` ao O O 1 A-3.1 A 2 A-3. �. 12'-8" ADDITION 10'-11" 5'-9" NEW BEAM EXTENSION ABOVE o NEW COVERED FRONT COURTYARD ROOF LINE EXTENSION ABOVE 43 NEW COLUMN PER STRUCTURAL A A-2.1 EGRESS 1A 2B 0 r` MASTER BEDROOM 130 sf � >J C � A-2.1 IQ L 1'-9" 33 2A 2A NEW FULL -HEIGHT BUILT-IN BOOKCASE DEMO (E) EXTERIOR WALL O EXTENT SHOWN. PROVIDE 2B 3'-1" SHORING AS REO'D AT (E) ROOF 1A TO REMAIN UNTIL PERMANENT 23 CLOSET � � STRUCT SUPPORT HAS BEEN 43 sf � CONSTRUCTED (TYP) L � � EXISTING 7 ABV SKYLIGHT gEDROOM EGRESS 119 sf O 1 �_7�� (E) CLOSET (E) CLOSET O FRONT ENTRY (EXIST) R� 30' EXISTING 16'-11" 4'-6" 21 47 42 5 � \, � O ;O � 36 0 O TOP OF WALL MASTER 3'-s° A. F. F. BATH RM O #' 35 41 ABV 34 2A 49 c� S J J CO = S W O ABV 52 z z_ 2 J LIGN NEW INTERIOR WALL O 44 W �. W z J w U z J w U (E) ROOF LINE ABOVE (TYP) H W O J U W Oi EXISTING �1-:��7:Z�Z�]111 E) BATHRM 34 000 000 El DINING RM EXISTING LIVING RM � (E) KITCHEN � O Oar 3, ,� REF o WHo 12 46 EXISTING GARAGE _ _ _ _ � (UNHEATED 252 SF ) W/D (E) PANTRY (E) SIDE ENTRY 32'-0" MAIN FLOOR PLAN 37 (E) ROOF DOWNSPOUT (DS) (TYP) -� (NEW ADDITION HEATED SPACE = 235 S.F.) (NEW TOT. HEATED SPACE = 1,936 S.F.) NOTE: SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 SEE STRUCTURAL GENERAL NOTES SHEETS S-0.1, S-0.2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 (E) CRAWLSPACE ACCESS BELOW EXISTING 17' 1 A-3.1 (E) BACK ENTRY SCALE: 1 /4" = 1'-0" A A-2.2 0 M N NORTH N L O 3� t/'1 � �O Q� u 00 � _ � � .� I� Z oa � o N � •� � 3 � � N � � 3 M �' O � .N QN � N �O cn H O Z 12138 i - REGISTERED ARCHITECT � � CHARL NE K. SMiTh1 STATE OF WASHlNGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE MAIN FLOOR PLAN RESUB Jul 11 2023 CITY OF EDMONDS DEVELOPMENT SERVICES Project � Sheet DEPARTMENT McGourty023 Date March 30, 2023 — DESIGNER C. K. Smith a: c z Y K O Z 0 c+� N O N 0 N O } d 0 U (E) M� FIN FL ELEV (SEE SITE PLAN FOR ADDTIONAL INFO. i CORNER � � I � � � \ SCALE: 1 /4" = 1'-0" A 2 B A-3.1 ADDITION 12'-8" EXISTING LIGHT NEW EMERGENCY EGRESS WINDOW 43 SOUTH ELEV (PARTIAL SCALE: 1 /4" = 1'-0" M 2 C 12 (E) �2�� (E) MAIN FIN FLR ELEV JRAL KEY NOTES" SEND" SHEET A-0.01 _GENERAL NOTES ).2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 INTERIOR ELEV SCALE: 1 /4" = 1'-0" (E) MAIN FIN FLR ELEV N M O3 �o �� .o Q� u 00 � � °� .� � z oa � o N � •� � 3 � � N � � 3 M �' O � .N QN � N �O cn H O 12138 Z REGISTERED ARCHITECT �LENE K. SMITH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE EXTERIOR ELEVATIONS INTERIOR RESUB ELEVATION Ju1112023 CITY OF EDMONDS DEVELOPMENT SERVICES Project (J Sheet DEPARTMENT McGourty023 Date March 30, 2023 — DESIGNER C. K. Smith GRADE (EXIST 8 FINISH) NOTE: SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 SEE STRUCTURAL GENERAL NOTES SHEETS S-0.1, S-0.2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 GRADE - (EXIST & FINISH) Z Y K O w 0 c+� N 0 N 0 N } 0 U EXISTING ADDITION (BEYOND) 18'-7" EAST (BACK) ELEVATION UCIVIV (C) VVIIVUVVV HIVU IIVrILL EXTERIOR WALL AS REQUIRED & INSTALL NEW WINDOW AT (E) HEADER RTH ELE SCALE: 1 /4" = 1'-0" SCALE: 1 /4" = 1'-0" (E) GAS METER TO REMAIN ELEVATION THIS PERMIT PROPOSAL. (E) MAIN FIN FLR ELEV NEW EMERGENCY EGRESS WINDOW 43 Z N M O3 �o �� .o a� � �o � °� � Z .� � N oa o � •� � 3 � � N � � 3 M �' O � QN � N .N � cn H � Z W O �O �V� �o -ZOO DC Z o 0 > Q Q~Q� O � � 0 ~��0 � zWMz W O � � �J�p ��Q�w 12138 REGISTERED ARCHITECT �LENE K. SMITH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE EXTERIOR ELEVATIONS Project (f McGourty023 Date March 30, 2023 DESIGNER C. K. Smith RESUB Jul 11 2023 CITY OF EDMONDS DEVELOPMENT SERVICES Sheet DEPARTMENT A-2.2 Z Y 0 Z 0 0 N Q } O U R-38 / 10 %4" ATTIC INSULATION W/ O 1"VENT SPACE ABOVE INSUL. (TYP) R-21 / 5 %2" 16 ROXULBATT INSULATION & R-10 AT HEADERS COVERED BY VAPOR RETARDER COVERED By %2" GWB R-30 / 7 1 /4" 29 ROXULBATT ►OR INSULATION WALL TYPE SCHEDULE NEW FRAMED EXTERIOR WALL WITH 2X6 WOOD STUDS @ 16" O.C. WITH NEW SIDING PER EXTERIOR ELEVS OVER 1 A "TYVEK" OVER EXTERIOR WALL SHEATHING PER STRUCTURAL AND R-21 / 5 %2" BATT INSULATION AND %2" GYPSUM WALL BOARD ONE SIDE OVER VAPOR RETARDER (SEE ARCH. KEY NOTES #7, #13, #14, #15, #16, #17, #18, #19, 24 & #32) NEW INTERIOR WALL 2X4 WOOD STUDS 2A @ 16" O.C. WITH %2" GYPSUM WALL BOARD BOTH SIDES (SEE ARCH. KEY NOTES #7, #13, #14, #17 & #18) NEW INTERIOR FRAMED WALL WITH 2X6 WOOD STUDS @ 16" O.C. ON SILL 2 � GASKET AT CONC. WITH EXTERIOR WALL SHEATHING PER STRUCTURAL AND %2" GYPSUM WALL BOARD BOTH SIDES SEE STRUCTURAL DRAWINGS FOR SHEAR WALL INFO. (SEE ARCH. KEY NOTES #7, #13, #14, #17, #18 & #20) 2 A-3.1 ADDITION 30 EXISTING BUILDING DEMO (E) EXTERIOR WALL EXTENT SHOWN. PROVIDE SHORING AS REO'D AT (E) ROOF TO REMAIN UNTIL PERMANENT STRUCT SUPPORT HAS BEEN CONSTRUCTED (TYP) 45 MASTER J EXISTING BEDROOM = BEDROOM w 25 ' _. NEW SHEAR WALL PER STRUCTURAL BUILDING SECTION NOT TO SCALE O� �z INTERIOR ►i ,� SCALE: 1/4" = 1'-0" NOTE: SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 SEE STRUCTURAL GENERAL NOTES SHEETS S-0.1, S-0.2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 (E) &NEW TOP OF TOP PLATE ELEV 7'-9" AFF (E) MAIN FIN FLR `_J ELEV GRADE (EXIST & �� FINISH) �1 1 1 2 A-3.3 A-3.1 , NEW COURTYARD I ADDITION R-30 / 7 1 /4" ROXULBATT FLOOR INSULATION BUILDING SECTION SCALE: 1/4" = 1'-0" R-38 / 10 %4" MIN. SINGLE —RAFTER CEILING INSULATION OVER 8 VAPOR RETARDER W/ 1"VENT 10 SPACE ABOVE INSUL. (TYP) 16 R-21 / 5 %2" 1 o ROXU L BATT INSULATION & R-10 AT / HEADERS / COVERED BY VAPOR RETARDER COVERED BY 37 %2" GWB (E) &NEW TOP OF TOP n PLATE II ELEV 7'-9" Y AFF 1 %2" W. LINEAR 26 SCREENED ROOF SOFFIT VENT CONTINUOUS AT END OF RAFTER (E) MAIN FIN FLR ELEV 1 .� . � `i/`i/`i/`i/\i/\i/\i/;��`� � �p�p�p�p�p�p�i/�p�i -.:;i,::i,::�,::�,:i,:: N M M 0 3 °� t/'f � �O O Q � 00 � 3 '� � Z O a � O N � •� N 3 � � � � 3 M }' O � •N QN � � N � cn H 12138 Z REGISTERED ARCHITECT moo,,,.,,_ ....r GNARL NE K. SMiTH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE BUILDING SECTIONS WALL TYPE RESUB SCHEDULE Ju1112023 Project # CITY OF EDMONDS DEVELOPMENT SERVICES SheetDEPARTMENT McGourty023 Date /� — � � 1 March 30, 2023 . DESIGNER C. K. Smith NOTE: NEW DOOR AND WINDOW SCHEDULE VERT. UNIT SIZE (WxH) AND DESCRIPTION FENESTRATION TYPE U—VALUE (FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING) AREA (VFA per R.O.J 3'-6" X 1'-6" AWNING STYLE DOUBLE -GLAZED LOW-E GLASS 1 0.20 5.67 SF WITH SCREEN 3'-6" X 1'-6" AWNING STYLE DOUBLE -GLAZED LOW-E GLASS 2 0.20 5.67 SF WITH SCREEN 3'-8" X 3'-8" CASEMENT STYLE DOUBLE -GLAZED LOW-E GLASS 3 0.20 14 SF WITH SCREEN (EMERGENCY EGRESS) 2'-6" X 2'-10" DOUBLE -HUNG WINDOW DOUBLE -GLAZED LOW-E 4 0.20 7.53 SF GLASS WITH SCREEN 3'-6" X 1'-4" AWNING STYLE DOUBLE -GLAZED LOW-E GLASS 5 0.20 5 SF WITH SCREEN 2'-2" X 3'-8" CASEMENT STYLE DOUBLE -GLAZED LOW-E GLASS 6 0.20 8 SF WITH SCREEN (EMERGENCY EGRESS) 2'-0" X 2'-0" DOUBLE -GLAZED LOW-E GLASS VINYL SKYLIGHT ON 7 4-INCH CURB -MANUALLY OPERABLE WITH WAND AND SCREEN - 0.50 4.34 SF STYLE AND COLOR -PER OWNER NEW DOOR AND WINDOW SCHEDULE NOTES: FOR EXTERIOR DOOR AND WINDOW FENESTRATION AREA CALCS (NEW AND EXISTING) SEE "2018 ENERGY COMPLIANCE METHOD" SHT. A-0.01 AND COMPLIANT PER "PRESCRIPTIVE ENERGY CODE COMPLIANCE FOR ALL CLIMATE ZONES IN WASHINGTON" FORM SUBMITTED THIS PERMIT NOTES: 1. ALL EXTERIOR FENESTRATION AT NEW WINDOWS AND DOOR: DOUBLE -GLAZED HIGH PERFORMANCE LOW-E GLASS, VINYL WINDOWS (WITH SCREENS) (STYLE AND COLOR TO MATCH EXISTING WINDOWS -PER OWNER) (SEE ARCHITECTURAL KEY NOTE #48) 2. NEW VENTED WINDOWS TO PROVIDE MIN 4-INCHES IN NET FREE AREA OF OPENING FOR EACH 10 CFM OF OUTDOOR AIR REQUIRED PER ROOM. (ALL WINDOW OPENING WILL BE SCREENED) 3. ALL WINDOW SIZES ARE TO FRAME, ADD %" TO WIDTH AND HEIGHT FOR ROUGH OPENING (R.O.), INSTALLATION PER MANUFACTURER REQUIREMENTS. 4. ALL NEW EXTERIOR DOORS ARE 6'-8" HIGH UNLESS OTHERWISE NOTED (UON), ADD FRAME SIZE AND %" TO HEIGHT AND WIDTH FOR ROUGH OPENING (R.0), INSTALLATION PER MANUFACTURER REQUIREMENTS. 5. ALL EXTERIOR DOORS, DEAD BOLT LATCH WITH %" THROW MINIMUM (MIN.), %" STRIKE PLATE PENETRATION, OPERABLE FROM INTERIOR WITHOUT KEY OR ANY SPECIAL KNOWLEDGE AND INSTALL VISITOR OBSERVATION PORT. 6. ALL EXISTING WINDOWS DOUBLE -GLAZED HIGH PERFORMANCE LOW-E GLASS UNLESS OTHERWISE NOTED (UON), SEE "2018 ENERGY COMPLIANCE METHODS" SHT. A-0.01 COMPLIANT PER "PRESCRIPTIVE ENERGY CODE COMPLIANCE FOR ALL CLIMATE ZONES IN WASHINGTON" FORM SUBMITTED THIS PERMIT FOR GLAZING AREA CALCULATIONS. 7. ALL NEW FENESTRATION WILL BE N.F.R.C. CERTIFIED. r` Z Y tY O Z 0 M 0 0 N } d 0 U 10" D ETAI L TOP OF WALL WOOD CAP AT 4'-0" ABV. PATIO PAVERS -CONFIRM HEIGHT W/ OWNER (TYP) NEW P. T. WOOD COLUMN PER STRUCT. WITH NEW 3/4" EXTERIOR -GRADE PLYWOOD (PAINT PER OWNER) ON CONCRETE FOOTING PER STRUCT (TYP) FACE OF WALL BELOW (TYP) 8" SQ CONC. FOOTING BELOW (TYP) SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 SEE STRUCTURAL GENERAL NOTES SHEETS S-0.1, S-0.2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 EXTERIOR SIDING 24 OVER TYVEK 15 OVER EXTERIOR WALL 19 SHEATHING ON 2X6 WOOD STUDS @ 16" OC 13 17 REFER STRUCTURAL DRAWINGS FOR ADDITIONAL 20 CRAWLSPACE VENT CLOSURE BEYOND 18 SILL SEAL AND CAPILLARY BREAK EXISTING & FINISHED GRADE. SLOPE AWAY FROM BUILDING (TYP) FLASHING & REGLET O (TYP) NEW FOOTING 27 2s DRAIN IN COURSE GRAVEL (TYP) !: A T �I© 5 �] 2X12 ROOF RAFTER PER STRUCT. WITH R-38C / 10 %4" MIN. SINGLE -RAFTER CEILING INSUL MAINTAIN 1" MIN. AIR VENT SPACE ABOVE (TYP) (E) &NEW TOP OF TOP PLATE ELEV 7'-9" 5/8" CLG. GYP. AFF BRD. OVER VAPOR RETARDER (TYP) 14 NEW FRAMING TOP PLATE (TYP) 16 1 o R-21 / 5 %2" � ROXULBATT INSULATION & R-10 AT HEADERS COVERED BY VAPOR RETARDER COVERED BY %2" GWB 33 NEW FLOORING OVER FLOOR SHEATHING PER STRUCT. — 25 (E) MAIN FIN FLR ELEV 29 FLOOR JOIST � 10 PER STRUCT ° 30° W/ R-30 / 7 %4" FLOOR �' \�'� d � INSULATION ' //�//��,� WITH VAPOR RETARDER PERMANENT /\�/\�/� d /�� ABOVE j/�� j�� ° /�� BAF F L E ° MUD SILL PER j/�� j�� d STRUCTURAL \//\�//\�\� a //�//�// \\ \\\ � d ° ° a MOISTURE d °a a ° BARRIER 30 d ° d ° , i WALL SECTION Z N M M 0 3 °� �� v� � M Q� 00 r� O� .� oa •� � 3 N r� M }' Q� N � � �C cii 12138 o� �O 0 Z 0 Z L 3 C vn .N REGISTERED ARCHITECT �, GNARL NE K. SMiTH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE WALL SECTION DETAILS DOOR & WIN��g SCHEDULE Ju1112023 CITY OF EDMONDS DEVELOPMENT SERVICES Project # Sheet DEPARTMENT McGourty023 Date March 30, 2023 DESIGNER C. K. Smith A-3.2 SCALE: 1 1 /2" = 1'-0" SCALE: 1" = 1'-0" NOTE: SEE "ARCHITECTURAL KEY NOTES" SHEET A-00.2 SEE "SYMBOL LEGEND" SHEET A-0.01 SEE STRUCTURAL GENERAL NOTES SHEETS S-0.1, S-0.2 & S-0.3 FOR ADDITIONAL INFO. "2018 ENERGY COMPLIANCE METHOD (EXISTING PRIMARY RESIDENTIAL BUILDING #1)" SEE SHEET A-0.01 NEW 1X6T&G EXTERIOR SOFFIT BOARDS (STAIN OR PAINT PER OWNER) I��t�/V■■��il�ri\�yy\r�7� Z Y tY O Z w 0 0 N 0 N } d 0 U NEW COLUMN PER STRUCTURAL 37 cr' o " NEW NON-STRUCT. DROPPED BEAM ALIGN BOTTOM WITH EXIST. STRUCTURAL ROOF BEAM & FASTEN TO NEW ROOF RIDGE BEAM �.° � ° u d ° ° ° ° d ° WALL SECTION 1 %2" W. SCREENED CONTINUOUS 26 LINEAR ROOF VENT 27X28 2X2 TRIM 24)(19)(15 '�; 1 �I©ICI© r.�ri.»■ R-38 / 10 %4"" ATTIC INSULATION MAINTAIL 1" MIN. AIR VENT SPACE ABOVE (TYP) (E) &NEW TOP OF TOP PLATE ELEV 1 7'-9" AFF 16 1 o R-21 / 5 %2" ROXULBATT INSULATION & R-10 AT HEADERS COVERED BY VAPOR RETARDER COVERED BY %2" GWB (E) MAIN FIN FLR ELEV 1 J�� 29 R-30 / 7 %4" ° 10 FLOOR INSUL. WITH VAPOR RETARDER ° ABOVE ° FLOOR JOIST ° PER STRUCTURAL ° ° MUD SILL PER a STRUCTURAL ° 20 SILL SEAL AND ° CAPILLARY BREAK ° a MOISTURE ° ° ° BARRIER 30 ° ° a ° �� ° ° SCALE: 1" = 1'-0" N M M 0 3 °� �� O O Q � 00 � •� � Z oa � o � •� N 3 � � � � 3 M }' O � .N QN � � N � cn H 12138 Z REGISTERED ARCHITECT �, moo,,,..,_ ....., - GNARL NE K. SMiTH STATE OF WASHINGTON BUILDING PERMIT SUBMITTAL SET No. Revision/Issue Date TITLE WALL SECTION Project McGourty023 Date March 30, 2023 DESIGNER C. K. Smith RESUB Jul 11 2023 CITY OF EDMONDS DEVELOPMENT SERVICES Sheet DEPARTMENT A-3.3 GRAPHIC SYMBOL LEGEND CONCRETE WALL (ABOVE) _____= CONCRETE WALL (BELOW) WOOD SHEAR WALL (ABOVE) WOOD STUD WALL (ABOVE) ------ WOOD STUD WALL (BELOW) ® WOOD POST (ABOVE) ❑ WOOD POST (BELOW) BEAM/JOIST ----- GRID LINE CENTERLINE I_1:� :�:� ��l I_� � [�1►�� McGOURTY RESIDENCE —� ° CONCRETE BY OTHERS (CUT) �_ 0 0 o GRAVEL (CUT) EARTH (CUT) JOIST SPAN w/ HANGER JOIST SPAN �� DECK SPAN �o—� EXTENT � SURFACE SLOPE PER ARCHITECT HIGH SIDE STEPPED FOOTING DETAIL REFERENCE NO. s#.## ELEVATION CALLOUT SHEET REFERENCE NO. 1139 - 3RD AVE SOUTH E D M O N DS, WA 98020 Permit Set 03/30/2023 DETAIL REFERENCE NO. # SECTION CALLOUT S#.## SHEET REFERENCE NO. DETAIL REFERENCE NO. s#.## DETAIL CALLOUT SHEET REFERENCE NO. @ AT Qi DIAMETER EA EACH K KIPS = 1000 LBS SBC SEATTLE BUILDING CODE # POUND OR NUMBER EL ELEVATION KSI KILOPOUNDS PER SQUARE INCH SCHED SCHEDULE ELEV ELEVATOR SDI STEEL DECK INSTITUTE AAC AUTOCLAVED AERATED CONCRETE EMBED EMBEDMENT L ANGLE SDCI SEATTLE DEPARTMENT OF AB ANCHOR BOLT EN END NAILING LBS POUNDS CONSTRUCTION &INSPECTIONS ADJ ADJACENT ENGR ENGINEER LVL LEVEL SER STRUCTURAL ENGINEER OF RECORD AFF ABOVE FINISH FLOOR FOR ENGINEER OF RECORD LVL LAMINATED VENEER LUMBER SF SQUARE FEET AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION EQ EQUAL L&I LABOR &INDUSTRIES DEPARTMENT SHTG SHEATHING AITC AMERICAN INSTITUTE OF TIMBER CONSTRUCTION EQUIV EQUIVALENT LLH LONG LEG HORIZONTAL SIM SIMILAR ANSI AMERICAN NATIONAL STANDARDS INSTITUTE EA FACE EACH FACE LLV LONG LEG VERTICAL SIMP SIMPSON STRONG -TIE ASD ALLOWABLE STRESS DESIGN EA SIDE EACH SIDE LOC LOCATE, LOCATION SOG SLAB ON GRADE ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS EA WAY EACH WAY LONGIT LONGITUDINAL SPCG SPACING ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS (E) EXIST, EXISTING LSL LAMINATED STRAND LUMBER SRC SEATTLE RESIDENTIAL CODE AWS AMERICAN WELDING SOCIETY ESR ICC EVALUATION SERVICE REPORT SS STAINLESS STEEL AWC AMERICAN WOOD COUNCIL EXP EXPANSION MB MACHINE BOLT STD STANDARD EXT EXTERIOR MECH MECHANICAL STIFF STIFFENER BLKG BLOCKING MTL METAL STRUC STRUCTURAL BM BEAM FDN FOUNDATION MFR MANUFACTURER SW SHEAR WALL BNDY BOUNDARY FF FINISH FLOOR MIN MINIMUM SQ SQUARE BN BOUNDARY NAILING FFE FINISH FLOOR ELEVATION MC MOISTURE CONTROL BOT BOTTOM FOC FACE OF CONCRETE MPH MILES PER HOUR T&G TONGUE AND GROOVE BRG BEARING FOM FACE OF MASONRY THK THICK BS BOTH SIDES FOS FACE OF STUD NS NEAR SIDE THRD THREADED BTWN BETWEEN FS FAR SIDE NDS NATIONAL DESIGN SPECIFICATION FOR TMS THE MASONRY SOCIETY FT FEET WOOD CONSTRUCTION T&B TOP &BOTTOM CIP CAST -IN -PLACE FTG FOOTING NTS NOT TO SCALE TO TOP OF CJ CONSTRUCTION/CONTROL JOINT FT -LB FOOT POUNDS NWT NORMAL WEIGHT TOC TOP OF CONCRETE CL CENTERLINE TOS TOP OF STEEL CLG CEILING GA GAGE OC ON CENTER TRANSV TRANSVERSE CLR CLEAR GALV GALVANIZED OPP OPPOSITE HAND TRTD TREATED CLT CROSS -LAMINATED TIMBER GC GENERAL CONTRACTOR TS TUBE STEEL CMU CONCRETE MASONRY UNIT GL GLUE LAMINATED PAF POWDER ACTUATED FASTENER TYP TYPICAL COL COLUMN GLB GLUE LAMINATED BEAM PC PRE -CAST CONC CONCRETE GR GRADE PCF POUNDS PER CUBIC FOOT UNO UNLESS NOTED OTHERWISE CONT CONTINUOUS GT PRE-ENGINEERED GIRDER TRUSS PERP PERPENDICULAR CONTR CONTRACTOR GWB GYPSUM WALL BOARD PL PLATE VERT VERTICAL CSK COUNTERSINK PLF POUNDS PER LINEAR FOOT VIF VERIFY IN FIELD CTR CENTER HGR HANGER PNL PANEL CVR COVER HDR HEADER PRE-ENG PRE-ENGINEERED WABO WASHINGTON ASSOCIATION OF HF HEM -FIR PSF POUNDS PER SQUARE FOOT BUILDING OFFICIALS DBA DEFORMED BAR ANCHOR HSS HOLLOW STRUCTURAL STEEL PSI POUNDS PER SQUARE INCH W WIDE DBL DOUBLE HT HEIGHT PSL PARALLEL STRAND LUMBER w/ WITH DIAPH DIAPHRAGM HORIZ HORIZONTAL PW PLYWOOD w/o WITHOUT DIM DIMENSION WF WIDE FLANGE D DEEP IBC INTERNATIONAL BUILDING CODE REF REFERENCE WHS WELDED HEADED STUD DF DOUGLAS-FIR ICF INSULATED CONCRETE FORM REINF REINFORCEMENT WTS WELDED THREADED STUD DLT DOWEL LAMINATED TIMBER IN INCHES REQ'D REQUIRED WWF WELDED WIRE FABRIC DT PRE-ENGINEERED DRAG TRUSS INT INTERIOR RT PRE-ENGINEERED ROOF TRUSS SHEET INDEX SHEET NUMBER SHEET NAME 5-0.0 STRUCTURAL TITLE SHEET 5-0.1 STRUCTURAL GENERAL NOTES 5-0.2 STRUCTURAL GENERAL NOTES 5-0.3 STRUCTURAL GENERAL NOTES 5-1.1 MAIN FLOOR FOUNDATION PARTIAL PLAN 5-1.2 MAIN FLOOR PARTIAL FRAMING PLAN 5-1.3 ROOF PARTIAL FRAMING PLAN 5-3.1 STRUCTURAL CONCRETE DETAILS 5-3.2 STRUCTURAL CONCRETE DETAILS 5-6.1 STRUCTURAL WOOD DETAILS 5-6.2 STRUCTURAL WOOD DETAILS 5-6.3 STRUCTURAL WOOD DETAILS 5-6.4 STRUCTURAL WOOD DETAILS 5-6.5 STRUCTURAL WOOD DETAILS 5-6.6 STRUCTURAL WOOD DETAILS 5-6.7 STRUCTURAL WOOD DETAILS ,: , �; � ,: �; 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � U � O� 0 � z � wQ � O LLI Q Q � � � � m z O V W m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL TITLE SHEET RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI (1Df,AF�IT CFD\/I(`FS DEPARTMENT 5-0.0 JST JOIST JT JOINT GENERAL REQUIREMENTS DESIGN CRITERIA (cont'd RENOVATIONS SUMMARY OF WORK Project consists of alterations to existing buildings and new construction as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. GOVERNING CODE All design and construction shall conform to the 2018 International Building Code and local jurisdiction amendments. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. DOCUMENTS Structural Documents shall be used in conjunction with Architectural Documents for all bidding and construction. Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. Existing structural information, designated as (E) on the Structural drawings, has been compiled from information furnished by various sources and is not necessarily field -verified by the Engineer Dimensions relating to existing structures are intended for use as guidelines only; all dimensions shall be field -verified by the contractor prior to start of construction. Notify the Architect of any discrepancies. These Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. WARRANTY The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. OWNER RESPONSIBILITY The Owner shall retain a Special Inspector to perform the special inspection requirements required by the building official and as outlined in the Special Inspection section below. DESIGN CRITERIA BUILDING CATEGORY Structural Risk Category II Importance factors for snow and seismic are listed with the loading criteria. LIVE LOADS -FLOOR AND ROOF Partition loading has been added per IBC Residential: Residential floor 40 psf LIVE LOADS -SNOW Numbering below is per IBC Section 1603.1.3: 1. Flat -Roof Snow Load: Pt = 15 psf 2. Snow Exposure Factor: Ce = 1.0 3. Snow Importance Factor: IS = 1.0 4. Thermal Factor: Cc = 1.0 Additional Items: Ground Snow Load: Pg = 20 psf Minimum uniform roof snow load = 25 psf LATERAL LOADS -WIND Numbering below is per IBC Section 1603.1.4: 1. Ultimate Design Wind Speed (3-second gust): Vl,it = 98 mph 2. Risk Category: II 3. Wind Exposure: B 4. Internal Pressure Coefficient = +/- 0.18 5. Components and Cladding: The following working loads may be used in lieu of calculations (zones per ASCE 7-16 Table 30.6-2) Location Zone Pressure (PSF) (100 Sq Ft) Service Ultimate Roof 1 2 3 -11.6 / +10 -19.4 / +16 -15.5 / +10 -25.8 / +16 -18.4/+10 -30.7/+16 Walls 4 5 -10 / +10 -16 / +16 -10 / +10 -16 / +16 Additional Info: 6. Topographic Factor: KZt = 1.10 7. Directionality Factor: Kd = 0.85 8. Ground Elevation Factor: Ke = 1.0 9. Enclosure classification: Partially Enclosed 10. Gust Effect Factor: G = 0.85 11. Design Base Shear (ult): V = 6.77 kips (N/S direction) 12. Analysis Procedure: Simplified Design Wind Pressure LATERAL LOADS -EARTHQUAKE Numbering below is per IBC Section 1603.1.5: 1. Risk Category: II 2. Seismic Importance Factor: le = 1.0 3. Mapped Spectral Response Acceleration Parameters: SS = 1.281 g; 4. Site Class: D; FA = 1.2; Fv = 1.85 5. Design Spectral Response Acceleration Parameters: SDs = 1.025 g; 6. Seismic Design Category: D 7. Basic Seismic Force -Resisting Systems: Vertical Elements: Light -framed wood structural shear walls Diaphragms: Plywood structural panels DEMOLITION Contractor shall verify all existing conditions before commencing any demolition. Shoring shall be installed to support existing construction as required and in a manner suitable to the work sequences. Demolition debris shall not be allowed to damage or overload the existing structure. Limit construction loading (including demolition debris) on existing floor systems to 40 psf. EXISTING CONCRETE Existing reinforcing shall be saved where and as noted on the plans. Saw cutting, if and where used, shall not cut existing reinforcing that is to be saved. • All new openings through existing walls, slabs and beams shall be accomplished by saw cutting wherever possible. • Contractor shall verify all existing conditions and location of members prior to cutting any S� = 0.45 g openings. • Small round openings shall be accomplished by core drilling, if possible. SDI = 0.555 g Where new reinforcing terminates at existing concrete, dowels epoxy grouted into existing concrete shall be provided to match horizontal reinforcing, unless noted otherwise on plans. BUILDING MOVEMENT 8. Design Base Shear (ult): V = 1.20 kips (Addition only); V = 7.3 kips (Existing house) 9. Seismic Response Coefficient: Cs = 0.158 10. Response Modification Coefficient: R = 6.5 (shear walls) 11. Analysis Procedure: Equivalent Lateral Force Procedure Additional Items: Building Height = 10 feet Redundancy Factors: North/South Direction = 1.0 East/West Direction = 1.0 CONTRACTOR PERFORMANCE REQUIREMENTS DESIGN DOCUMENTS Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and/or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor shall verify and/or coordinate all dimensioned openings and slab edges shown on the contract documents. Some dimensions, openings and embedded items are shown on the Structural drawings. Others may be required. Refer to Architectural drawings for size and location of curbs, equipment pads, wall and floor openings, Architectural treatment, embeds required for architectural items and dimensions. Refer to mechanical, plumbing, electrical and fire protection drawings for size and location of all openings for ducts, piping, conduits, etc. Submit openings to Architect for review. Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the Contractor's detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate. The Contractor uses them at their own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. CONTRACTOR -INITIATED CHANGES Contractor -initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. INSPECTIONS The Contractor shall coordinate with the building department for all building department required inspections. TEMPORARY SHORING AND BRACING The Contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The Contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The Contractor shall, at their discretion, employ the aid of a licensed Structural Engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The Contractor shall be responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing their work. For concrete construction refer to ACI 318 -Section 26.11.2 "Removal of Formwork". SAFETY PROCEDURES Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the contractor's work. The Structural Engineer has no overall supervisory authority or actual and/or direct responsibility for the specific working conditions at the site and/or for any hazards resulting from the actions of any trade contractor. The Structural Engineer has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the Owner, Contractors, or other entities or persons at the project site. All non-structural wall connections shall account for construction tolerances, column shortening and beam deflections. In addition, all design components shall accommodate a typical vertical movement at each floor of 3/4" due to variable live loading. This displacement will occur at the free end of cantilever beams and at midspan of simple span beams. Non-structural walls shall accommodate typical lateral movements of 1/2" between adjacent floors perpendicular and/or parallel to the wall. SHOP DRAWINGS AND SUBMITTALS SHOP DRAWING &SUBMITTAL REVIEW The contractor must review and stamp the shop drawings &submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Corrections or comments made on shop drawings during this review do not relieve Contractor from compliance with the requirements of the plans and specifications. Contractor responsible for: • Reviewing, approving, stamping and signing submittals prior to submittal to Architect and SER • Timing submittals to allow two weeks of review time for the SER and time for corrections and/or resubmittal • Conformance to requirements of the Contract Documents • Dimensions and quantities • Verifying information to be confirmed or coordinated • Information solely for fabrication, safety, means, methods, techniques and sequences of construction • Coordination of all trades Resubmittals shall be clouded and dated for all changes to the submittal. Only clouded portions of resubmittal will be reviewed and SER's review stamp applies to only these areas. SUBSTITUTIONS Substitutions shall be submitted in writing prior to submittal of shop drawings. Shop drawings bearing substitutions will be rejected. Submit engineering data to substantiate the equivalence of the proposed items. The SER's basic services contract does not include review of substitutions that require re -engineering of the item or adjacent structure. Nor does the SER's contract cover excessive review of proposed substitutions. The fees for making these reviews and/or redesign shall be paid by the Contractor. Reviews and approvals shall not be made until authorization is received. SUBMITTALS Shop drawings and material submittals shall be submitted to the Architect and SER prior to any fabrication or construction for the following structural items. Submittals shall include one reproducible and one copy; reproducible will be marked and returned. If deviations, discrepancies, or conflicts between shop drawings submittals and the contract documents are discovered either prior to or after shop drawing submittals are processed by the SER, the Contract Documents control and shall be followed. • Construction sequence description • Contractor quality control testing procedures when required in specifications • Concrete mix designs • Reinforcing bar shop drawings and placing plans • Reinforcing bar mill certificates shall be available upon request • Glued laminated members (certificates shall be on site and be available upon request) /: , �� . a ' � � 1 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � U � O� O � z � wQ � O LLI Q Q � � � � m z O V W m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL GENERAL NOTES RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI (1Df,AF�IT CFD\/I(`FS DEPARTMENT 5-0.1 INSPECTIONS GEOTECHNICAL CONCRETE INSPECTIONS BY BUILDING OFFICIAL The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 110 will be separate from and in addition to the special inspection and structural observation mentioned subsequently. SPECIAL INSPECTIONS A Special Inspector shall be hired by the Owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, Structural Engineer, and building department shall be furnished with copies of all inspection reports and test results. Each contractor responsible for the construction of a seismic force resisting system, designated seismic system, or component listed in the statement of special inspections shall submit a written statement of responsibility to the building official and the Owner prior to the commencement of work on the system or component. The written statement shall be in accordance with IBC Section 1704.4. See IBC Chapter 17: "Special Inspections and Tests" for more detailed requirements. SPECIAL INSPECTIONS AND TESTS OF SOILS (PER IBC 1705. Frequency Verification and Inspection Cont. Perio... Verify materials below shallow foundations are adequate to X achieve the design bearing capacity Verify that excavations are extended to proper depth and have) X reached proper material GENERAL CRITERIA Allowable soil pressure and lateral earth pressure are assumed and therefore must be verified by a Geotechnical Inspector or the building official. If soils are found to be other than assumed, notify the Structural Engineer for possible foundation redesign. Unless noted otherwise, footings shall be centered below columns or walls. INSPECTIONS All prepared soil -bearing surfaces shall be inspected by the Owners Geotechnical Inspector (or building official) prior to placement of reinforcing steel and concrete. Inspections shall be made per IBC Table 1705.6. BEARING VALUES All footings shall bear on undisturbed soil and shall be lowered to firm bearing if suitable soil is not found at elevations shown. Exterior footings shall bear a minimum of 18" below the finished ground surface. Footing elevations shown on plans (or in details) are minimum depths and for guidance only; the actual elevations of footings must be established by the Contractor in the field working with the Geotechnical Inspector. Allowable vertical bearing soil pressure = 1,500 psf Allowable lateral bearing soil pressure = 100 psf Reference SUBGRADE PREPARATION Prepare subgrade per the Geotechnical Report, summarized as follows: All footings shall be cast on undisturbed firm natural soils that are free of organic materials. Footing excavation shall be free of loose soils, sloughs, debris and free of water at all times. If organic silt and/or fill material is encountered at subgrade elevations, overexcavate a minimum of 2'-0" below the design foundation subgrade elevation prior to placing footings. The overexcavated areas shall be backfilled with structural fill compacted to 95% proctor per ASTM D-1557 or a lean concrete mix. SPECIAL INSPECTIONS OF WOOD CONSTRUCTION (PER IBC 1705.5 & 1705.12.2) EXISTING UTILITIES The Contractor shall determine the location of all adjacent underground utilities prior to any excavation, shoring, pile driving, or pier drilling. Any utility information shown on the plans and details are approximate and not verified by the SER. Contractor is to provide protection of any utilities or underground structures during construction. Frequency Verification and Inspection Reference DRAINAGE Cont. Perio... Drainage systems, including foundation, roof and surface drains, shall be installed as directed by Moisture content of wood -framed construction at time of X Refer to the Geotechnical Report. Vapor retarder placed below slab -on -grade shall conform to ASTM E cover general notes 1643 and ASTM E 745. Nailing, bolting, anchoring and other fastening of components (spaced 4" oc or closer) within the seismic force resisting X 1705.12.2.2 RETAINING WALLS system, including drag struts, braces, holdowns, shear walls, 1705.5.1 Grade on either side of concrete walls shall not vary by more than 12", UNO. Slope of backfill shall and diaphragms not exceed 2H to 1V, UNO. Backfill behind all retaining walls with free draining, granular fill installed per the Geotechnical Report. Provide for subsurface drainage. Design pressures used for the design of retaining walls are based on drained conditions. SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION (PER IBC 1705.3) Verification and Inspection Frequency Reference Cont. Periodic Inspect reinforcement and verify placement X IBC 1908.4 ACI 318: 20, 25.2-3, 26.6.1-3 Inspection of anchors cast in concrete X ACI 318: 17.8.2 Verifying use of required design mix X IBC 1904.1, 1904.2, 1908.2-3, ACI 318: 19, 26.4.3, 26.4.4 Prior to concrete placement, fabricate specimens for X IBC 1908.10 strength tests, perform slump and air content tests, and ACI 318: 26.4, 26.12 determine the temperature of the concrete ASTM C172, C31 Seattle DCI DR 14-2014 Inspection of concrete placement for proper application X IBC 1908.E-8 techniques ACI 318: 26.5 Verify maintenance of specified curing temperature and X IBC 1908.9 techniques ACI 318: 26.5.3-5 Active earth pressure (unrestrained) = 35 PSF Passive earth pressure = 100 PSF Coefficient of friction = 0.30 PSF Provide temporary shoring for tops of walls if backfill is placed prior to the supporting structure being constructed. Supporting structure is the floor framing and sheathing completely installed and attached to perpendicular walls. CAST -IN -PLACE CONCRETE Concrete materials shall conform to the following Portland cement: Type 1, ASTM C150 Fly ash (if used): ASTM C618 class F or C Slag cement (if used): ASTM C989 Lightweight aggregates: lightweight aggregates shall not be used without prior approval of SER and building department Normal weight aggregates: ASTM C33 Sand equivalent: ASTM C33 Water: Potable per ASTM C94 Air entraining admixtures: ASTM C260 Chemical admixtures: ASTM C494 Plowable concrete admixtures: ASTM C1017 Durability requirements of concrete mixes shall conform to building code. These requirements include water-cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and maximum chloride ion content. CONCRETE STRENGTH REQUIREMENTS Concrete shall be mixed, proportioned, conveyed and placed in accordance with IBC Section 1904, 1905, 190E and ACI 301, including testing procedures. Concrete shall attain a 28-day strength of f'c = 3,000 psi for purposes of weathering, and accommodate placement, while f'c = 2,500 psi is required for strength. Special inspection is not required for concrete with a 28-day strength greater than f'c = 2,500 psi for purposes of weathering per IBC 1704.6. CONCRETE MIXTURES Mixes shall be proportioned to meet compliance requirements of ACI 318 Section 26.4.3. Slump, W/C ratio, admixtures and aggregate size will be determined by the contractor. Submit documentation of concrete mixture characteristics for review by the SER before the mixture is used and before making changes to mixtures already in use. Documentation shall comply with ACI 318 Section 26.4.4 or City of Seattle Director's Rule 11-2014. All concrete, including slab on grade, shall contain an acceptable water -reducing admixture conforming to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals shall contain an air entraining agent, conforming to ASTM C260. Total air content shall be adjusted per ACI 318 for mix designs with smaller nominal aggregate size. The amount of entrained air shall be measured at the discharge end of the placing nozzle. Entrained air shall be as noted ± 1.0% by volume. Air -entrainment shall not be used at slabs that will receive a smooth, dense, hard - troweled finish. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. FORMWORK AND ACCESSORIES Concrete construction shall conform to ACI 301 "Specifications for Structural Concrete" and the Building Code, including testing procedures. See specifications and/or Architectural documents for formwork requirements. Installation shall adhere to ACI 301. Conduits and pipes of aluminum shall not be embedded in concrete construction. Contractor shall submit the proposed locations of construction joints to the Architect for acceptance before starting construction. Erico Lenton Formasaver (IAPMO-UES-ER-0129) may be used as an alternate to the roughened joint. All construction, control, and isolation joints for slabs on ground shall be in accordance with the typical details. Concrete accessories and embedded items shall be coordinated with Architectural and all other Contract Documents and suppliers' drawings before placing concrete. Wet -setting of anchor rods, reinforcing, hardware, etc. is not allowed in concrete. Anchor rods, reinforcing, hardware, etc. shall be firmly tied in place prior to concrete placement. Refer to Architectural documents for waterstops, damp proofing, and soil retaining wall drainage requirements at concrete and at concrete joints (construction joints, slab to walljoints, curb to slab joints, etc). CURING AND FINISHES Protect and cure freshly placed concrete per ACI 305.1 in hot conditions, ACI 306.1 in cold conditions, and ACI 308.1 "Specification for Curing Concrete". All exposed edges and corners shall have 3/4" chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with Architectural contract documents. At the time of application of finish materials or special treatment to concrete, moisture content of concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings are to be placed on slabs on grade, conform strictly to slab covering manufacturer's recommendations regarding vapor retarder and granular fill requirements below the slab. CONCRETE CRACK MAINTENANCE Cracking occurs in concrete structures due to inherent shrinkage, creep, and the restraining effects of walls and other structural elements. Most cracking due to shrinkage and creep will likely occur over the first two years of the life of the structure; further concrete movement due to variations in temperature may persist. Cracks that result in water penetration will need to be repaired to protect reinforcing. Other cracking may be repaired at the Owner's discretion for aesthetical reasons or performance of applied finishes. Prior to repairing cracks, a Structural Engineer should be consulted to provide direction on which cracks to repair and on whether observed cracks may affect the strength of the structure. /: , �� . a ' � � 1 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � U � O� O � z � wQ � O LLI Q Q � � � � m z O V W m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL GENERAL NOTES RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI (1Df,AF�IT CFD\/I(`FS DEPARTMENT 5-0.2 REINFORCEMENT IN CONCRETE WOOD (cont'd) REINFORCING STEEL Reinforcing steel shall conform to ASTM A615 (including supplement S1), Grade 60, Fy = 60,000 psi, except any bars specifically so noted on the drawings shall be Grade 40, Fy = 40,000 psi. PROCEDURES Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 bar diameters. Provide corner bars at all wall and footing intersections. Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout placement. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by the SER. Mechanical connection of continuous reinforcing bar shall be used where shown on documents and may be substituted for lap splices if approved by the SER. Such connections shall develop at least 125% of the specified yield strength of the bar. Acceptable connectors shall be the Erico Lenton Standard Coupler (ER-0129), Dayton Superior Bar -Lock L Series (ER-0319), or approved equal. Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except where specifically approved by the SER. Where welding is approved, it shall be done by AWS/WABO-certified welders using E9018 or approved electrodes. Welding procedures shall conform to the requirements of AWS D1.4. Any Grade 60 reinforcing bars indicated on drawings to be welded shall conform to ASTM A706. Reinforcement complying with ASTM A615 (S1) may be welded only if material property reports indicating conformance with welding procedures specified in AWS D1.4 are submitted. Welding within 4" of cold bends in reinforcing steel is not permitted. WOOD MATERIAL CRITERIA Framing lumber shall be kiln dried or MC-19 (unless more stringent criteria are required in these notes or on the drawings) and graded and marked in conformance with the latest WCLIB "Standard Grading Rules No. 17 for West Coast Lumber". Furnish to the following minimum standards: WOOD STANDARDS Member Grade Moisture Content 4x Beams &posts, 6x Posts DF #2 MC19 4x Treated beams &posts, and 6x treated posts DF #2 MC19 2x Joists, rafters, built-up beams, and headers DF #2 MC19 2x, 3x Flatwise &edgewise blocking DF Standard MC19 3x Nailers on steel beams DF #2 DF #2 MC19 2x4 and 2x6 Studs MC19 3x Studs DF #2 MC19 2x4 Plates 2x6 Plates 2x, 3x, and 4x Treated plates, ledgers DF Standard KD15 DF #2 KD15 KD15 DF #2 MOISTURE CONTENT AND CARE OF MATERIAL DURING CONSTRUCTION All 2x studs and plates shall be kiln dried. The Contractor shall take measures to minimize exposure of sawn lumber and engineered wood products to moisture during construction. Excessive changes in moisture content during construction may result in swelling and shrinkage of a single story level in the magnitude of 1/2". This may create problems where multi -story wood construction joins multi -story concrete wall construction. All wood framed construction shall have maximum moisture content not to exceed 10% at time of fur -out, which shall be verified by a testing agency hired by the Owner. These test results shall be submitted to the Architect and Structural Engineer of Record for review prior to installation and interior drywall installation is performed. In addition, pre -loading the entire wood building with the interior drywall while the building is being dried out is recommended before wood ledgers are attached to concrete shear wa I I s. Wood joists and beams supporting topping slabs or subjected to construction loading shall have a maximum live load deflection of I/600. The contractor shall be responsible for ensuring that the moisture content of wood members supporting concrete or construction loads is, and remains, at 10% or less. Wood framing with higher moisture contents before, or during, the placement of topping slabs or subjected to construction loading are subject to excessive creep. Contractor to provide means to maintain the moisture content as required to prevent creep. VERTICAL SHRINKAGE Allow for 1/2" of wood shrinkage/compression at each level (including foundation). Values are cumulative for the height of the building. Building systems such as mechanical, electrical, plumbing, fire sprinklers, etc. shall have flexible components that account for the potential wood shrinkage/compression. Structural finishes shall also account for the potential wood shrinkage/compression. TREATED WOOD All wood framing in direct contact with concrete or masonry, exposed to weather, or that rest on exterior foundation walls and are located within 8" of earth, shall be pressure -treated with an approved preservative per IBC section 2303.1.9. Cut or drilled sections of treated material shall be treated with an approved preservative per IBC section 2303.1.9. See IBC section 2304.12 for additional requirements. GLUE LAMINATED TIMBER MATERIAL Glue laminated timber, or glulam, members shall be fabricated in conformance with ANSI/AITC A190.1 and ASTM D3737, Stress Class 24F-1.8E. Each member shall bear an AITC identification mark and shall be accompanied by an AITC certificate of conformance. All simple span beams shall be douglas fir combination 24F-V4, fb = 2,400 psi, fv =265 psi and all cantilevered beams and columns shall be douglas fir combination 24F-V8, fb = 2,400 psi, fv = 265 psi unless noted otherwise. Camber all simple span glulam beams to 3,500' radius or zero camber, unless shown otherwise on the plans. WOOD STRUCTURAL PANELS Wood structural panels shall be APA rated sheathing, exposure 1 durability classification, in conformance with USDOC PS 1, ASTM D 5457 and IBC 2303.1.5 and Table 2304.8(2). Oriented strand board (OSB), shall be in accordance with USDOC PS 2, and of equivalent thickness, exposure rating and span rating and may be used in lieu of plywood pending OSB substitution approval by Architect. Contractor to ensure OSB is protected to prevent warping during installation. FASTENERS Fasteners shall conform to the following requirements, unless noted otherwise. Splitting shall be avoided at all wood fasteners: Bolts Lag screws Wood screws Nails Wood -to -wood connection bolts Steel -to -wood connection bolts Anchor rods (7" embed min) NDS section 12.1.3 NDS section 12.1.4 NDS section 12.1.5 NDS section 12.1.E ASTM A307 ASTM A307 ASTM F1554 grade 36 with threaded ends and welded nut at end (provide higher grade at holdown rods where indicated) Thru-bolt and anchor rod holes shall be at least 1/32" but no more than 1/16" larger than bolt/rod diameter. Clearance holes for lag screw shanks shall have the same diameter as the lag shank and the same penetration depth as the length of the unthreaded shank. Lead holes for threaded portion of lag screws shall have a diameter of 55 to 60% of lag screw shank diameter and shall extend the length of the threaded portion of the lag screw. Fasteners exposed to earth, weather or located in pressure preservative or fire retardant treated wood shall comply with the criteria listed in the "Metal Products in Contact with Treated Lumber" section. FRAMING CONNECTORS Timber connectors called out by letters and numbers shall be "Strong -Tie" by the Simpson Strong - Tie Company. Equivalent devices by other manufacturers may be substituted, provided they have ICC approval for equal or greater load capacities. All connectors shall be installed in accordance with the manufacturer's recommendations. Provide number and size of fasteners as specified by manufacturer. All shims shall be seasoned and dried and the same grade (minimum) as members connected. All nails shall be as called out in the "Fasteners" section of this sheet, unless noted otherwise. All bolts in wood members shall conform to ASTM A307. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. Where connector straps connect two members, place one-half of the nails or bolts in each member. METAL PRODUCTS IN CONTACT WITH TREATED LUMBER Simpson hardware in contact with ACQ, CA, or CBA pressure -preservative treated wood shall have a Zmax finish (G185 HDG per ASTM A653) or shall be post hot -dip galvanized (per ASTM A123 for connectors and ASTM A153 for fasteners) unless noted otherwise. Exception: type 304 or 316 stainless steel connectors and fasteners are required for the following applications: • ACQ, CA, or CBA treatments with ammonia where members are used in exterior applications. • All ACZA treatments • Retention levels greater than 0.40 pcf for ACQ 0.41 pcf for CBA-A, or 0.21 pcf for CA-B treatments. Stainless steel connectors require matching stainless steel fasteners. Zmax and post hot -dip galvanized connectors require fasteners galvanized per ASTM A153. Thru-bolts and anchor rods used in dry conditions shall be permitted to be of mechanically deposited zinc coated steel with coating weights in accordance with ASTM B 695, class 55 minimum. See IBC section 2304.10.5.1 and "Framing Connectors" section on this sheet for additional requirements. /: , �� . a ' � � � 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03 30 2023 � U � O� 0 � z � wQ � O w Q Q � � � � m z O V m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL GENERAL NOTES RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI (1Df,AF�IT CFD\/I(`FS DEPARTMENT 5-0.3 rn r FOUNDATION PARTIAL PLAN Scale: 3/8" = 1'-0" (E) CONC STEM WALL &FTG �� (E) FTG p+�` �1 (E) FTG �+D� ��1/ 9�1�r (E) FTG uy»r (E) FTG North n� .� FOUNDATION PLAN NOTES 1. GENERAL 1.1. ELEVATION AT TOP OF SLAB SHALL BE PER ARCH, UNO. ELEVATION AT TOP OF FOOTING SHALL BE 1'-6" BELOW TOP OF SLAB, UNO. FOOTING ELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. FINAL ELEVATIONS SHALL BE DETERMINED BY ON -SITE VERIFICATION, BUT SHALL NOT BE SHALLOWER THAN THOSE SHOWN ON THIS PLAN. REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL INFORMATION. 1.2. ALL EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. NOTIFY FOR IF CONDITIONS DIFFER. 1.3. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 1.4. WHEREVER NEW CONCRETE ABUTS EXISTING CONCRETE, ADD DOWELS TO MATCH REINFORCEMENT IN NEW CONSTRUCTION. LAP DOWELS WITH NEW REINFORCEMENT PER TYPICAL LAP SPLICE TABLE AND EMBED INTO EXISTING CONCRETE WITH EPDXY GROUT PER STRUCTURAL GENERAL NOTES. FOR BARS #5 AND SMALLER: EMBED 4" MIN. 2. FOUNDATIONS 2.1. EXCAVATE, BACKFILL, AND PREPARE SOILS AS REQUIRED PER STRUCTURAL GENERAL NOTES AND GEOTECHNICAL REPORT. 3. WALLS AND COLUMNS ABOVE 3.1. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED AS SW6 PER TYPICAL SHEAR WALL SCHEDULE, UNO. LEGEND �� SHEAR WALL PER 5-6.1 SWx .Z� SIMPSON STRAP TIE HOEDOWN �� USE (2) 2x MIN HOEDOWN STUDS. SEE 5-6.1 J�` SIMPSON TENSION TIE HOEDOWN `Z� USE (2) 2x MIN HOEDOWN STUDS. SEE S-6.1 x�� NUMBER OF KINGS PLUS TRIMMERS, '�� UP FROM THIS LEVEL. ��.. �� /I' ," �1' � ��, � 1 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � U � O� 0 � z � wQ � O LLI Q Q � � L� � m z O V W m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title MAIN FLOOR FOUNDATION PARTIAL PLSUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT 5-1.1 MAIN FLOOR PARTIAL FRAMING PLAN Scale: 3/8" = 1'-0" North FRAMING PLAN NOTES 1. GENERAL 1.1. ELEVATION AT TOP OF SHEATHING SHALL BE PER ARCH, UNLESS NOTED OTHERWISE. 1.2 ALL EXISTING CONDITIONS ARE ASSUMED AND MUST BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. NOTIFY FOR IF CONDITIONS DIFFER. 1.3. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 2. FLOORS 2.1 FLOOR SHEATHING SHALL BE 23/32" APA-RATED SHEATHING, (48/24) EXPOSURE 1, TONGUIE &GROOVE, GLUED AND NAILED. WHERE BLOCKED DIAPHRAGM IS NOTED ON PLAN, USE 2x FLAT BLOCKING AND "Z' CLIP AT UNSUPPORTED PANEL EDGES. NAIL SHEATING AS FOLLOWS: FLOOR BOUNDARY(BN).................................................................10d @ („ PANEL EDGES(EN).............................................................................10d @ („ OTHER SUPPORTS, FIELD NAILING.............................................10d @ 10" BLOCKING, INTERIOR RIM JOISTS &STRUTS .........................10d @ 4" 2.2. TYPICAL HEADER SHALL BE 4x8 DF NO. 2, UNLESS NOTED OTHERWISE. 2.3. HANGERS SHALL BE SIMPSON LU OR LUC, UNLESS NOTED OTHERWISE. 2.4. TYPICAL RIM JOISTS SHALL BE MINIMUM 1 1/2" ESL, UNO. REFER TO SHEAR WALL SCHEDULE FOR ADDITIONAL REQUIREMENTS AT RIMS. 3. WALLS 3.1. STRUCTURAL WALL STUDS AT THIS LEVEL SHALL BE 2x6 @ 16" OC, UNLESS NOTED OTHERWISE. 3.2. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED AS SW6 PER TYPICAL SHEAR WALL SCHEDULE, UNO. 3.3. USE (1) KING STUD AND (1) TRIMMER STUD AT EXTERIOR HEADERS AT THIS LEVEL, UNLESS NOTED OTHERWISE. LEGEND ��___� STRUCTURAL WALL BELOW WITH HEADER (CONY WALL PLATES) � � c � STRUCTURAL WALL BELOW WITH FLUSH BEAM (BREAK WALL PLATES) FLOOR JOIST &EXTENT BEAM PER PLAN OR HEADER PER NOTE 2.2 �7 JOIST HANGER PER NOTE 2.3 �� SHEAR WALL PER 5-6.1 SWx �`�� SIMPSON STRAP TIE HOEDOWN USE (2) 2x MIN AT STRAPS; SEE 5-6.1 ��x NUMBER OF KINGS PLUS TRIMMERS, UP FROM THIS LEVEL — — — — — STRAP &BLOCKING PER PLAN ��.. �� /I' ," �1' � ��, � 1 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � U � O� 0 � z � wQ � O LLI Q Q � � � � m z O V W m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title MAIN FLOOR PARTIAL FRAMING PIUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT S-1.2 2 2 5-6.6 1 4x10 RIDGE BM, TYP A B 12' - 8" 1 5-6.6 EXTEND STRAP L 3' - 0" TYP HDR _ HDR HDR I I I l lr� 3 I I SIMPSON CS16 STRAP &BLKG I I 5-6.6 �I I I I III I I I � itI u I I I � o I I I' I � � SHEATHING I I 2 I I o� I I 5-6.4 � J LL �j PER NOTE 2.1 II oN ' I� � � N I I a I. I � � � it i LJ �-� O of I =III I � I 1 ' I I 5-6.5 2 ,I� I SIMPSON ECCLLQ- � SDS2.5 POST CAP S 6.7 SIMPSON CCTQ-SDS2.5 I 5 1/8 x 9 GLB � POST CAP I�_� �_, I� I n n ,,----n- ------ ------ -- �n--. I I � 1 �� I a = a 1 I' � u u } III w � �, o � 5-6.7 �� I �w O� , � � O I I "'a LLUa I l m �u I' I oN I I � N� ° N I I � o 0 4 j I I SKYLIGHT PER ARCH �I I I I � � NI I I I w> I N N NI �xl 3 v v vl I j s-6.5 6 I EQ EQ EQ I � � SIMPSON CS16 STRAP &BLKG it I I I _ u _ I' �-- ---- -- ----- ---- ''y —J -- -- -, -�. - --- —_ _ =- _ =-�_ _-i------ 3 4 -6.7 5-6.5 I TYP � v� O � _ � io � � O aQ LL� I O w O N vJi a O N J ` 4 S-6.7 4x 10 (E) 4x6 MIN BEARING POST, VIF ROOF JOISTS 2x10 @ 16" OC 5-6.6 � � (E) 4x6 MIN BEARING POST, VIF 2 5-6.5 (E) 4x10 BEAM, VIF ROOF PARTIAL FRAMING PLAN Scale: 3/8" = 1'-0" North ROOF FRAMING PLAN NOTES 1. GENERAL 1.1. ELEVATION AT TOP OF SHEATHING SHALL BE PER ARCH, UNLESS NOTED OTHERWISE. 2. ROOF 2.1. ROOF SHEATHING SHALL BE 19/32" APA RATED SHEATHING (32/16), EXPOSURE 1 WHERE BLOCKED DIAPHRAGM IS NOTED ON PLAN, USE 2x4 FLAT BLOCKING AND 'Z' CLIPS AT UNSUPPORTED PANEL EDGES. NAIL SHEATHING AS FOLLOWS: ROOF BOUNDARY(BN)......................................................10d @ („ PANEL EDGES(EN)...............................................................10d @ („ OTHER SUPPORTS, FIELD NAILING...............................10d @ 12" BLOCKING, INTERIOR RIM JOISTS & STRUTS...........10d @ 6" NAILS SHALL BE FLUSH WITH THE FACE OF SHEATHING. 2.2. TYPICAL RIM JOISTS SHALL BE MINIMUM 1 1/2" LSL, UNO. REFER TO SHEAR WALL SCHEDULE FOR ADDITIONAL REQUIREMENTS AT RIMS. 2.3. TYPICAL HEADER SHALL BE 4x8 DF NO. 2, UNLESS NOTED OTHERWISE. 2.4. TYPICAL HANGERS SHALL BE SIMPSON LU OR LUC, UNLESS NOTED OTHERWISE. 2.5. USE (1) KING STUD AND (1) TRIMMER STUD AT EXTERIOR HEADERS AT THIS LEVEL, UNLESS NOTED OTHERWISE. LEGEND ��___� STRUCTURAL WALL BELOW WITH HEADER (CONY WALL PLATES) �� c� STRUCTURAL WALL BELOW WITH FLUSH BEAM (BREAK WALL PLATES) FLOOR JOIST &EXTENT BEAM PER PLAN OR HEADER PER NOTE 2.3 �7 JOIST HANGER PER NOTE 2.4, UNO INDICATES EXTENT OF ROOF DEMO TO INSTALL NEW ROOF JOISTS PER PLAN — — — — — STRAP &BLOCKING PER PLAN STRAP PER PLAN ��.. �� /I' ," �1' �,, � 1 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � --�--� U � � O� 0 N � z � wQ � O w Q Q � � � � � m o z O V m � � (� � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title ROOF PARTIAL FRAMING PLAN RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT 5-1.3 REINFORCING BAR LAP SPLICE &DEVELOPMENT LENGTH DIAGRAMS The following conditions must be met in order to use the Reinforcing Bar Lap Splice &Development Length Tables Lap Splices Straight Bar Development Hooked Bar Development CLASS 1: Bars enclosed by db CL�� IN) db CLR (MIN) column ties or ��r beam stirrups O • • EDGE OF CONC REINF BAR EDGE OF CONC REINF BAR COL TIES OR SPLICED BAR COL TIES OR 2 1/2" BM STIRRUPS BM STIRRUPS CLR z (MIN) � CLASS 2: No enclosure 2db CLR (MIN) 2db CLR. (MIN) t � J � � �� V � V Q• • EDGE OF CONC REINF BAR EDGE OF CONC REINF BAR _ � z STD HOOK N v � SPLICED BAR Where conditions for Classes 1 & 2 Multiply lengths shown in schedule by 1.5 Multiply lengths shown in schedule by 1.5 are not met Notes: 1. All bars shall be developed &all splices lapped per ACE 318 for tension, uno. Table may be used where conditions meet criteria noted in diagrams. 2. Tables are applicable for normal weight concrete, only. 3. Top bars are horizontal bars with more than 12" depth of concrete cast below them. (wall horizontal reinforcement is exempt). 4. Where bars of different size are lap spliced, splice length shall be the larger of: a. Developed length of larger bar b. Splice length of smaller bar 5. Where minimum straight bar development length cannot be achieved, use with standard hook. 6. Refer to concrete cover table for minimum concrete cover requirements. Reinforcing Bar La Scale: 1 1/2" = 1'-0" FRAMING CONT WHERE OCCURS APPLY PANEL EDGE NAILING PER SW SCHED OVER FULL HEIGHT OF STUDS ATTACHED TO HOEDOWN. NAILING MAY BE DISTRIBUTED OVER MULTIPLE STUDS. MIN (2) #4 AT TOP SEE CONC DETAILS FOR ADDL INFO Splice & Development Lenath Tables HDU Elevation Typical Holdown -Anchor Bolt Scale: 1 1/2" = 1'-0" SHEAR WALL FASTENERS PER SCHEDULE HOEDOWN PER PLAN T.O. CONCRETE � 10" MIN EMBEDMENT 5/8"O ALL -THREAD ANCHOR ROD w/ NUT -WASHER -NUT AND PL1/4"x2"x2"xWASHER NON-STRUCTURAL WALL PER ARCH BN (E) SHEATHING OR T8cG DECKING AS OCCURS (E) JOIST (E) LEDGER REINFORCING BAR LAP SPLICE &DEVELOPMENT LENGTH TABLE f'c = 3,000 psi Grade 60 Reinforcing Min Lap Splice Lengths Min Straight Bar Min Hooked Bar (Ls) Development Lengths Embedment Bar Size (Ld) Lengths Top Bars Other Bars Top Bars Other Bars (Ldh) #3 28" 38" 47" 56" 22" 29" 36" 43" 22" 17" 22" 28" 33" 9" #4 29" 11" #5 36" 14" #6 43" 17" CONCRETE COVER FOR REINFORCING STEEL Reinforcing Bar Location Minimum Concrete Cover Unformed surfaces cast against and permanently exposed to earth 3" Formed surfaces exposed to earth or weather (#5 bars and smaller) 1 1/2" Columns and beams w/ bars enclosed in stirrups, ties or spiral reinforcement 1 1/2" Slabs, joists and interior faces of walls (#11 bars and smaller) 3/4" Clear spacing between parallel bars in a layer 1" or db Clear spacing between (2) or more parallel layers 1" Notes: 1. Where a thickness of cover required for fire protection is greater than that specified in this table, the greater thickness shall be used. 2. Where two values are shown, the greater shall be used. `• _ �°' • S n d _ � � _� ' G < . < -_ -, � . -. - a 9 �� • . a < � � _ A � .a - l � _ d`. - _ .. �. <. 4 _ d" _ Typical 2x Joist Perp Flush at (E) Stem Wall Scale: 1 1/2" = 1'-0" 16d @ 8" OC SOLE NAIL PT SILL w/ 5/8"O TITEN-HD SCREW ANCHORS @ 32" OC MAX FLOOR SHEATHING PER PLAN FLOOR JOIST PER PLAN HANGER PER PLAN 15# BLDG PAPER AT CONC STEM WALL (E) STEM WALL 8" MIN (VIF) ��.. �� /I' ," �1' � ��, � � 1 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03 30 2023 � U � O� O pC � z � wQ rn Q w � Q o� � � � �o m z O V m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL CONCRETE DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT 5-3.1 SHEAR WALL PER PLAN EN BN (2) #4 CONT TOP z i it i i it - EQ ��III��III��III 8" MIN EQ PER PLAN NOTE: DO NOT BACKFILL WALL UNTIL FLOOR SHEATHING IS NAILED IN PLACE. apical 2x Joist Perp Flush at Stem Wall Scale: 1 1/2" = 1'-0" STRAP PER PLAT z � ADJACENT (E) CONC FTG @ SIM. DRILL &EPDXY HORIZ BARS 4" MIN TO (E) CONC SURFACE HOEDOWN WHERE SHEAR WALL PER PLAN � — � HOEDOWN WHERE REQUIRED I I REQUIRED I I 3x PT SILL � � � 3x PT SILL FLOOR SHEATHING EN I I\ /I FLOOR SHEATHING � BN � II z_ • I • � I � � FLOOR JOIST L FLOOR JOIST I� I I I I I I =I • HANGER � 2x BLKG @ 16" OC w/ — #4 @ 12" OC EA WAY, � � (4) SHEATHING NAILS TYP @STEM WALL z '� — HANGER II 11 � I I I I I I I I I — (3) #4 LONGIT � Q — a — � �--- ------ � I I I I I I I I I I I I I I EQ 8" MIN I I I I I I I EQ — ALT BOT HOOKS TYP PER PLAN :R PLAN ING FLOOR JOIST LSL RIM BLKG SHEAR WALL TO MATCH WALL ABOVE (2) #4 CONT TOP #4 @ 12" OC EA WAY, TYP @STEM WALL �� (3) #4 LONGIT #4 @ 12" OC TRANV ,III, ,III, ,III, i I 1 ' 8'"'MIN ' PER PLAN Typical I -Joist Perp at Crawl Shear Wall Scale: 1 1/2" = 1'-0" NOTES: 1. DO NOT BACKFILL WALL UNTIL FLOOR SHEATHING IS NAILED IN PLACE. 2. SEE 1/5-3.2 FOR INFORMATION NOT SHOWN. Typical 2x Joist Parallel Flush at Stem Wall Scale: 1 1/2" = 1'-0" z_ � � � III —I � z — � - z - owc POST PER PLAN POST BASE PER PLAN I 10" SQ PLINTH w/ (4) #4x L VERT & #3x � TIES @ 8" OC (LOCATE 2 AT TOP) 5/8"0 ANCHOR BOLT w/ 8" MIN EMBED I �� IIIIIII • I— • I�� PER PLAN Typical Post Footing with Square Plinth Scale: 1 1/2" = 1'-0" (4) #4 EA WAY UND �AHL 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03 30 2023 � --�--� � � 0 N pC U z O� � wQ rn � w Q � O Q � � � m z V m O � w Project Information Project No. 22-190-01 Checked By Issue Permit Set 03/30/2023 Sheet Title STRUCTURAL CONCRETE DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT 5-3.2 i SHEAR WALL SCHEDULE NOTES: 1. In addition to framing requirements of 4/5-6.1, provide framing at shear walls as indicated. 2. See schedule for sheathing and nailing requirements. Lumber grade as indicated or better. Stagger panel joint each side of wall where sheathing is required both sides of wall. 3. All framing members receiving edge nailing from abutting panel edges shall not be less than sizes indicated. In lieu of 3x studs, built-up studs shown in 1/5-6.2 may be substituted. 4. Block all panel edges. 5. Nail sizes per nail size table. Drive all nails flush with face of sheathing. Tolerance +1/16" to -0. Stagger nailing where necessary to prevent splitting of lumber. 6. Plates on concrete shall be treated. See general notes. 7. Connect sheathing &studs at shear wall intersections as indicated. 8. The plans and sections shown here schematically demonstrate the typical connection designed by the Engineer of Record. Alternate connections must be approved in writing by the Engineer prior to construction. TYPICAL NAIL LENGTH TABLE Nail Size Nail Diameter Typical Nail Length (UNO) 6d Common 0.113"(ZJ 0.131"(ZJ 0.148"(ZJ 2" 2 1/2" 2 1/4" 3 1/4" 8d Common 10d Common 16d Sinker 0.148"(ZJ ROUGH WINDOW SILL SCHEDULE Horiz Rough Number of Opening Sills Req'd End Attachment Reference 0'-0" to 6'-0" 1 (2) 16d end nails 4/5-6.1 (2) 16d end nails + > 6'-0" 2 A35 each end 4/5-6.1 @ each sill Typical Rough Window Sill Schedule Scale: 1 1/2" = 1'-0" TYP RIM SPLICE PER 1/5-6.4 MINIMUM FASTENING SCHEDULE (UNO) (PER IBC 2015, TABLE 2304.10.01) No. Connection Nailing, Location UNO 1 Blocking between joist/rafter or trusses to top plate or other framing above (3) 8d, toenail each end (2) 8d, toenail each end 16d face nail 2 Blocking between joist/rafter or trusses not at the wall top plate, to rafter or truss 3 Flat blocking to truss and web filler 4 Joists to top plate or girder (3) 8d, toenail 5 Ceiling joist not attached to parallel rafter, laps over partitions (no thrust) Collar tie tojoist/rafter (3) 16d 6 (3) 10d 7 Roof truss to top plate (3) 10d, toenail 8 Roof joist/rafter to ridge valley or hip rafters; or roof rafter to 2" ridge beam (2) 16d, end nail 9 Stud to stud (not at shear walls) 16d @ 24" O.C., face nail 10 Continuous header to stud (4) 8d, toenail 11 Top plate to top plate, at end joints (8) 16d, Each side of end joint, face nail (minimum 24" lap splice length each side of end joint) 12 Sill plate tojoist, rim joist or blocking (not at braced wall panels) 16d @ 16" OC, face nail 13 Sill plate tojoist, rim joist or blocking at braced wall panels (3) 16d @ 16" OC, face nail 14 Stud to sill plate (4) 8d, toenail OR (2) 16d, end nail* 15 Top plate to stud (2) 16d, end nail 16 Top plates, laps at corners and intersections (2) 16d, face nail 17 1" brace to each stud and plate (2) 8d, face nail 18 1" x 6" sheathing or less to each bearing (2) 8d, face nail 19 1" x 8" and wider sheathing to each bearing (3) 8d, face nail 20 Joist to sill, top plate or girder (3) 8d, toenail 21 Rim joist, or blocking to top plate, sill or other framing below 8d @ 6" OC, toenail 22 1" x 6" subfloor or less to each joist (2) 8d, face nail 23 2" subfloor tojoist or girder (2) 16d, blind and face nail 24 2" planks (plank &beam -floor &roof) (2) 16d, each bearing, face nail 25 Built-up girders and beams, 2" lumber layers Ledger strip supporting joists or rafters 20d @ 32" OC, face nail at top and bottom staggered on opposite sides and (2) 20d at ends and at each splice 26 (3) 16d, each joist or rafter, face nail 27 Joist to rim joist (3) 16d, end nail (2) 8d, each end, toenail 28 Bridging or blocking tojoist *Use (4) 16d end nail studs to top and sill plates at 2x10 studs SPLICE LOCATION MID LENGTH OF WALL BETWEEN OPENINGS. UNO LW I RCH I CV I'LH I CJ LW JfICHR VVHLL HIVE. fIVR BOLTS, TYP Shear Wall Framing w/ Holdowns JOIST, RIM JOIST, OR BLKG. � iy��iA�V � EDGE NAILING OR UJt I I/L LJL KIIVI, UIVl1 ISl1UIVUHKY IVHILIIVI�, I YY FILL SOLID W/ STUDS OR BLOCKS, TYP (2) ROWS OF (6) 16d EA SIDE OF I I 4' - 0" SPLICE, UNO I I JOINT @ � STUD, TYP UPPER JOINT @SPLICE, TYP I I � z �_ Q (V z � HEADER PER PLA IZE 16d@ 12' Y F LATE NAI LI M SPLICE, P I o � z M w � oc Lu — 0 Q = WINDOW STUD HEADER OPENING � 16d @ 1 YP @ ALL N TRIMMERS TRIMMERS KING STUD TRIMMERS SEE PLAN SEE PLAN PER PLAN ROUGH WINDOW (1) MIN SILL SEE 1/5-6.1 � A35 WH E � DOOR SEE SCH OPENING 5/8"O AB @ 48" OC FROM ENDS OF PL. E E 7" OR SLAB THICKNESS I 1" 2x TREATED PL, UNO CONCRETE STUD SIZE & SPAC'INC; PFR PI AN Typical Wall Framin ORIENT LTP HORIZONTALLY RIM PER SHEAR TRANSFER 'D' NOTE 4 SHEATHING PANELS PER SCHED � 16d @ 12" OC INTO JOIST, RIM JOIST OR BLKG FLOOR SHEATHING; SEE PLAN FOR NAILING (2)2x WALL TOP PLATES, UNO 16d@12" OC TOENAIL RIM JOIST TO WALL PLATES, TYP UNO — ADD STUDS FOR EQUAL OR GREATER WIDTH WHERE MULTIPLE STUDS OR POSTS ABOVE, TYP — 16d @ 12" OC TYP @ MULT. STUDS ��.. �� ' �" �� , � � 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � U � O� o � z � wQ � O w Q Q � � � � m z O V m � � W Project Information Issue Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL WOOD DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT 5-6.1 SHEAR WALL SCHEDULE (DOUG FIR FRAMING) SHEAR WALL SHEATHING SEE NOTE 1 1"-IJ X X 1" MIN PANEL EDGE � x x Q NAILING o z m C7 Q Q oc a � x x `� a SHEAR WALL SHEATHING Elevation View Nailing Framing Shear Transfer Capacity (ASD) Sheathing Min Stud (A) (15/32" (EN) & Blkg at Sill Top Sill PI to (B) (C) (D) (E) Mark PI ood) Ed a Field Panel Ed es Plate Plates Concrete Rim/Joist/Blk to To PI Sill PI To Rim/Joist/Blk Rim Below Sill PI Shearwall Intersections Seismic Wind SW6 (1) Side 10d @ 6" 10d @ 12" 2x 2x (2)2x 5/8"O Anchor Bolt A35 @ 26" or 16d @ 4" or I 16d @ 4" or 310 plf 435 plf @ 41" LTP4 @ 20" 1/4"(C� x 6" SDS screw @ 14" 1/4"QJ x 6" SDS screw @ 13" SW4 (1) Side 10d @ 4" 10d @ 12" 3x 2x (2)2x 5/8"(Z� Anchor Bolt A35 @ 18" or (2) Rows 16d @ 6" or II or I (2) ROWS 16d @ 6" or 460 plf 645 plf @ 27" LTP4 @ 13" 1/4"QJ x 6" SDS screw @ 9" 1/4"O x 6" SDS screw @ 8" (1) Side 10d @ 3" 10d @ 12" 5/8"(Z� Anchor Bolt A35 @ 13" or (2) Rows 16d @ 5" or II or I (2) ROWS 16d @ 5" or 840 plf SW3 3x 2x (2)2x 600 plf @ 21" LTP4 @ 10" 1/4"QJ x 6" SDS screw @ 7" 1/4"O x 6" SDS screw @ 6" (1) Side 10d @ 2" 10d @ 12" (2)2x 5/8"O Anchor Bolt A35 @ 10" or (3) Rows 16d @ 6" or III or II 1/4"(Z� x 6" SDS screw @ 5" 1078 plf SW2 3x 2x 770 plf @ 16" LTP4 @ 7" (2) Rows 1/4"QJ x 6" SDS screws @ 10" (2) Sides 10d @ 4" 10d @ 12" (2)2x 5/8"O Anchor Bolt A35 +LTP4 @ 13" (3) Rows 16d @ 5" or III or II 1/4"(C� x 6" SDS screw @ 4" SW4-2 3x 3x 920 plf 1288 plf @ 15" (2) Rows 1/4"QJ x 6" SDS screws @ 9" 10d @ 12" 3x 3x (2)2x 5/8"O Anchor Bolt A35 +LTP4 @ 10" IV or II 1/4"(Z� x 6" SDS screw @ 3" 1680 plf SW3-2 (2) Sides 10d @ 3" (4) Rows 16d @ 5" or 1200 plf @ 15" (2) Rows 1/4"QJ x 6" SDS screws @ 7" 10d @ 12" 3x 3x (4) Rows 16d @ 4" or IV or III 1/4"(C� x 6" SDS screw @ 2" 2155 plf SW2-2 (2) Sides 10d @ 2" (2)2x 5/8"(C� Anchor Bolt A35 +LTP4 @ 8" 1540 plf @ 12" (3) Rows 1/4"Q) x 6" SDS screws @ 8" SHEAR WALL PANEL EDGE NAILING PER 2/5-6.1 �' STUD FASTENING Plan View PER TABLE A SHEAR WALL PANEL EDGE NAILING PER 2/5-6.1 TABLE A Shear Wall Mark Stud Fastening SW4 (2) Rows 16d @ 4" OC SW3 (3) Rows 16d @ 4 1/2" OC SW2 (2) Rows 1/4"O x 3" SDS @ 4 1/2" OC SW3-2 (2) Rows 1/4"O x 3" SDS @ 3" OC SW2-2 N/A Note: 1. 3" for SDS screws, 1-1/2" for 16d nails. � Alternative Built-u 2x O tion at Abuttin Panel Ed e Scale: 1 1/2" = 1'-0" HEADER END NAILING SCHEDULE Nominal Depth End Attachment 4 (4) 16d 6 (6) 16d 8 (8) 16d 10 (10) 16d 12 (12) 16d 14 (14) 16d 16 (16) 16d 18 (18) 16d Section Header End Nailin 16d @24" STAGGERED z � J w � o � J W Q � z � � QO W z = � Z � � = s ca � � u H f cc � s C �- a c L X N �. C C W GENERAL CONTRACTOR TO VERIFY RIM PLACEMENT WITH JOIST HANGER LAYOUT � II III IV (1) Row of Plate Nailing (2) Rows of Plate Nailing (3) Rows of Plate Nailing (4) Rows of Plate Nailing V z X lJ z � � J = J = aN aN z � z � W w � d W W � d a x J d d (1) ROW AT CENTER OF 2x RIM V � x Z �' � J = Z w Q N J Z z "' � a W W J Qa X � a (1) ROW AT CENTER OF 1 1/2" LSL RIM X X X X lJ V Z� Z� X X X (3) 16d @ 9" OC Q N Q N X X W W x X W W a� a� x J � x x J � (1) ROW AT CENTER X X X x OF EA 2x RIM x x x (3) ROWS (4) ROWS x STAGGERED IN 4x X STAGGERED IN 4x Z u J_ _ Q � Z V W � Qa J a (2) ROWS, STAGGERS IN 1-3/4" LSL RIM Typical Sill Plate to Rim/Joist/Blocking Nailin Scale: 1 1/2" = 1'-0" 1/2" MAX, TYP SIMPSON BPS PL w/SLOTTED HOLE UNDER STD CUT WASHER &NUT; STAGGER BOLTS AT DOUBLE SIDED SHEAR WALLS ANCHORAGE PER SHEAR TRANSFER 'A' DOUBLE SIDED SHEATHING WHERE OCCURS Plan View: EN Typical Bottom Plate Anchorage � EN SHEAR WALL SHEATHING Plan View: Typical Shear Wall Intersections &Anchorage Req y i'resmen�sntersections x x Z � J = X X (3) 16d @ 9" OC Q N Z ,.,., °; x x Q� � x x (1) ROW AT CENTER OF 1-3/4" LSL RIM x x 2) ROWS, STAGGERED IN 1-3/4" LSL RIM x x X (3) 16d @ 9" OC (2) ROWS, STAGGERED IN 1-3/4" LSL RIM (2) ROWS, STAGGERED IN 1-3/4" LSL RIM WALL TRANSFER 'E' W2 &HEAVIER CORRIDOR WALL � EN Plan View: Staggered Stud Wall Intersections � SHEAR TRANSFER 'E' i3 E SHEAR TRAI��I �I\ UND �AHL 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03 30 2023 � � 0 U z O� � wQ � � w Q � O Q � V / � m z V m O � � W Project Information Project No. 22-190-01 Checked By Issue Permit Set 03/30/2023 Sheet Title STRUCTURAL WOOD DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI (1Df,AF�IT CFD\/I(`FS DEPARTMENT 5-6.2 Scale: 3/4" = 1'-0" (E) HEADER INFILL W/ 2x6 STUD'_ (MATCH EXISTING. 8d @ 4" AT PERIMETER OF NEW SHEATHING 8d @ 12" FIELD NAILING OPENING FOR CONTINUITY OF (E) SHEAR WALL SHEATHING AND NAILING Existing Window Infill &New Window Framing at Existin Scale: 3/4" = 1'-0" NON-STRUCTURAL WALL ABOVE FLOOR FRAMING PARALLEL TO JOISTS 2x JOIST BLKG TO MATCH JOIST DEPTH, GLUED AND NAILED w/ (4) 16d END NAILS �� 2' - 0" MAX 9" MAX NON-STRUCTURAL WALL ABOVE FLOOR FRAMING PERPENDICULAR TO JOISTS IVU `, V IV JVIJI ULI\V AT 2ND FLOOR ONLY Framin NAIL (E) SHEATHING AT PERIMETER OF NEW SHEATHING W/ 8d @ 4". (E) SHEATHING NOT SHOWN. 4x12 REMOVE PORTION OF STUDS FOR NEW HEADER &SILL NEW 15/32" SHEATHING (VERIFY & MATCH EXISTING THICKNESS) 2x6 (E) 2x6 STUDS PER TYPICAL FRAMING DETAIL A35 CLIP, TYP @ (4) PLACES (E) SILL PLATE NAILING TO DIAPHRAGM BOUNDARY (BN) DIAPHRAGM EDGE NAILING TO DIAPHRAGM DIAPHRAGM EDGES (EN) BOUNDARY X ,� r 1 xl _ _„ X X ,� X„ X -�-- n- ---I I---�—I- � I� IxI X �` - I I — IxI ,� X X r ,I X� x X X� � ��- I XI I —I X �—�---L— DIAPHRAGM PANEL I I I I I I � I Xxl I I I I IXI IxI IXI I I XI IXI IXI xl I I I I I I I 'f I xx1 I I I I 1 '( I I I I I I I � k NAILING TO IXI I I I I SW BELOW I IxI IxI IXI I xl IxI IX DIAPHR GM I I FLOOR XI I I I I I I I I ,� ,� � I xXl I I I EDGES N) � JOISTS I IxI I I IXI IxI IxI I NAILING TO XI X X X Ix X X X � � I DIAPHRAGM I I I � I I I I IxI I �! BOUNDARY (BN) I xl � I x ,l I I I I I II � IXI I I II IXI I I II I XXI IXI I I XI I I �"� I II � FIELD NAILING (FN) xl 'I I IXI I XXI IxI TO INTERMEDIATE � I IXI I �� IXI I I I I IxI I I FRAMING MEMBERS I I X ,I IxI IxI I XX IX (2) ROWS OF BO NDARY %I I IXi IXI I I NAILING (BN) TO SHEAR i XXI IXI IXI WALLS AND CO LECTORS, I I � i iXi X STAGGE D I I FLOOR OR JOISTS _ I COLLET R I I SW BELOW I � I � � Floor Joist Blocking at Non -Structural Walls Above Scale: 3/4" = 1'-0" NOTES: 1. BEARING AND SHEAR WALL INTERSECTIONS SHALL BE CONSIDERED DIAPHRAGM BOUNDARIES, TYP Unblocked Plywood Roof/Floor Sheathina Layout Scale: 3/4" = 1'-0" UND �AHL 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp ��H W .�� ,� F WASH �� '�'� �4, � �O C �T 53565 Off, URAL F � SSIONAL Project Title 03�30�2023 � --�--� U � O� O N � z � wQ � Q w � Q o� � � m z O V m � w Project Information Project No. 22-190-01 Issue Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL WOOD DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT S-6.3 CS20 TOP & E RIM SIDS �„�.� LSL SPLICE TO MATC LOCATE BETWEEN Strap Option 4 Rim Board Option Typical Shear Wall Rim Splice Scale: 1 1/2" = 1'-0" EDGE SAW CU- CIRCULAR NO1 V NOTCH LET -IN NOTCH OOR JOIST PER PLAN )P PL �L RIM PER PLAN ROWS OF (4) 10d � SIDE OF SPLICE )P PL ��L RIM PER PLAN )LES ARE TO BE SPACED 4 STUD WIDTH FROM A OTC H )LES ARE TO BE SPACED TWICE THE DIAMETER RGEST HOLE � TO FOLLOW SAME z SIZE AS NOTED IN VtKI II.HL JTUDS, TYP Allowable Holes and Notches in Wood Studs Scale: 1 1/2" = 1'-0" ECC SERIES CAP AS REQ'D TO FIT BEAM &POST POST PER PLAN At End of Beam At Continuous Beam Typical Wood Beam over Wood Post Scale: 1 1/2" = 1'-0" EXTERIOR /BEARING /SHEAR WALL STUDS Stud Min Depth Remaining Max Diameter of Hole Size After Boring 2x4 1 3/8" 5/8" Each side of hole 2x6 2 1/8" 5/8" Each side of hole Notes: 1. Borings shall not be made at the same section where cut or notch has been made. 2. No holes are allowed in shear wall compression studs. 3. No holes are allowed in shear wall plates except as allowed in NON -BEARING WALL STUDS Stud Max Depth of Edge Cut Min Stud Depth Size or Notch Remaining 2x4 1 3/8" 2 1/8" 2x6 2 1 /8" 3 3/8" nrnnA nrn PLAN .AP O FIT )ST 'LAN EXTERIOR/BEARING/SHEAR WALL STUDS Stud Max Depth of Edge Cut Min Stud Depth Size or Notch Remaining 2x4 7/8" 2 5/8" 2x6 1 3/8" 4 1/8" Notes: 1. No cutting or notching is allowed in shear wall compression studs. 2. No cutting or notching is allowed in shear wall plates except as allowed in NON -BEARING WALL STUDS Stud Min Depth Remaining Max Diameter of Hole Size After Boring 2x4 2" 5/8" Each side of hole 2x6 3 1/4" 5/8" Each side of hole Notes: 1. Borings shall not be made at the same section where cut or notch has been made. 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 O cV G w V Z w Project Information Issue 2 0 w a m rn O Q 0 z O Project No. 22-190-01 Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL WOOD DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS nF\/FI (1Df,AF�IT CFD\/I(`FS DEPARTMENT 5-6.4 BEAM PEA r L/'11 V Typical Flush Beam Connection Scale: 1 1/2" = 1'-0" BN ROOF SHEATHING PER PLAN FRAMING CLIP PER SW SCHED ROOF JOIST PER PLAN Exterior Wall at Patio Scale: 1 1/2" = 1'-0" ^'�OF SHEATHING _R PLAN )IST PER PLAN )IST HANGER _R PLAN 2x BLKG EA BAY BEVELED BEARING PLATE EN SHEAR WALL PER PLAN JOIST PER PLAN, OFFSET & LAP w/ (E) JO"'T`' BN 2x BLKG (E) JOISTS (E) DROPPED BL�I�I Deta i I Scale: 1 1/2" = 1'-0" ROOF SHEATHING PER PLAN ROOF BEAM PER PLAN, TYP RIDGE BEAM PER PLAN SIMPSON HUCQ410 HANGER, TYP AT RIDGE BEAM NON-STRUCTURAL DROPPED BEAM PER ARCHITECT, HUNG FROM STRUCTURE ABOVE Patio Roof Slope Transition at Peak Scale: 1 1/2" = 1'-0" SHEATHING PER PLAN BN IOIST PER PLAN HANGER PER PLAN, TYP FLUSH BEAM PER PLAN LKG DER PER PLAN UND �AHL 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � --�--� U � � O� 0 N pC � z � wQ rn Q w � Q o� � � � �o m z O V W m � � W Project Information Project No. 22-190-01 Issue Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL WOOD DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT 5-6.5 71 ROOF SHEATHING PEf SHEAR WALL PEf Typical 2x Rafter Per Scale: 1 1/2" = 1'-0" Roof Framing at Interior Shear Wall Scale: 1 1/2" = 1'-0" 10d NAILS @ 6" OC MAX, (4) NAILS MIN ROOF JOIST PER PLAN H2A TO WALL STUD BELOW @ 32" OC CLIP PER SW SCHEDULE l-I m nrn c\n/ cl-HEDULE NG 4N; DBL �T JOIST l" OC, TOE TOP PL MIN2x4@; SHEAR WALL PEF Typical 2x Rafter Parallel Scale: 1 1/2" = 1'-0" ROOF SHEATHING PER PLAN CONT TAPERED INFILL, FASTEN TO BEAM BELOW w/ 10d NAIL @ 16" OC MIN BN BEAM PER PLAN Typical 2x Rafter Perp at Porch Beam Scale: 1 1/2" = 1'-0" �I In nrn c\n/ cal Irnl II r �N T PER PLAN ALL STUD BELOW ROOF JOIST PER PLAN SIMPSON LRUZ HANGER UND �AHL 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03 30 2023 � --�--� � � 0 N pC U z O� � wQ rn � w Q � Q � o� � � �o m z V m O � � W Project Information Project No. 22-190-01 Checked By Issue Permit Set 03/30/2023 Sheet Title STRUCTURAL WOOD DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI nDf,AF�IT CFD\/I(`FS DEPARTMENT 5-6.6 � 2 '- 3" MAX � Typical Rough Openings Scale: NTS ROOF SHEATHING PER PLAN ROOF BEAM PER PLAN, TYP INVERTED SIMPSON HUCQ410 RIDGE BEAM PER PLAN NON-STRUCTURAL DROPPED BEAM PER ARCHITECT, HUNG FROM STRUCTURE ABOVE Continuous Ridge Beam to Roof Beams Scale: 1 1/2" = 1'-0" LKG DER PER PLAN BN SHEATHING PER PLAN BEAM PER PLAN 2x BLKG @ 32" OC I�Io�ni to �victirin Rnnf Cho�tinr-� Tr�ricitinn Scale: 1 1/2" = 1'-0" INVERTED HUS48 HANGER BN BEAM PER PLAN COLUMN PER PLAN Post and Beam Connection at Porch Scale: 1 1/2" = 1'-0" (E) SHEATHING PER PLAN R PLAN f CAP UND �AHL 1215 Fourth Avenue, Suite 1200 Seattle, Washington 98161 206-402-5156 www.lundopsahl.com Engineer's Stamp Project Title 03�30�2023 � --�--� U � � O� 0 N QC � z � wQ rn Q w � Q o� � � � �o m z O V m � � W Project Information Project No. 22-190-01 Issue Checked By Permit Set 03/30/2023 Sheet Title STRUCTURAL WOOD DETAILS RESUB Jul 11 2023 Sheet Number CITY OFEDMONDS f1F\/FI 11R�AFAIT CFR\/If GS` DEPARTMENT 5-6.7