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APPROVED BLD PLN RESUB1 BLD2022-0179+Architectural_Plan+3.23.2022_3.36.16_PM+2757189luneio Renovation ABBREVIATIONS: SYMBOLS: # POUND OR NUMBER @ AT AFF ABOVE FINISHED FLOOR ALUM ALUMINUM BM BEAM CJ CONTROL JOINT CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN DBL DOUBLE DEMO DEMOLISH DIA DIAMETER DIMS DIMENSIONS DN DOWN DR DOOR DS DOWNSPOUT DWG DRAWING EA EAC H ELEC ELECTRICAL ELEV ELEVATOR/ELEVATION EQ EQUAL (E) EXISTING EXT EXTERIOR FF FINISH FLOOR FOS FACE OF STUD GA GAUGE GALV GALVANIZED GWB GYPSUM WALL BOARD HC HOLLOW CORE HDU HOLD DOWN HM HOLLOW METAL HR HOUR INT INTERIOR MAX MAXIM U M MECH MECHANICAL MIN MINIM U M MTL METAL OC ON CENTER PB PHONE BOX PCC PRE -CAST CONCRETE PL PANEL LOCATION PR PANEL REVEAL PT PAINT/PAINTED RC REINFORCED CONCRETE RCP REFLECTED CEILING PLAN RD ROOF DRAIN REQD REQUIRED RM ROOM SIM SIMILIAR SPEC SPECIFIED OR SPECIFICATION SSTL STAIN LESS STEEL STL STEEL STRUCT STRUCTURAL SQ SQUARE T&G TONGUE AND GROOVE TELE TELEPHONE TL TIGHT LINE TLT TOILET TOB TOP OF BEAM TOC TOP OF CONCRETE TOS TOP OF STEEL TP TOILET PAPER DISPENSER TRTD TREATED WD T/D TELEPHONE/DATA TYP TYPICAL UNO UNLESS NOTED OTHERWISE VIF VERIFY IN FIELD W/ WITH WD WOOD WWM WELDED WIRE MESH N NORTH ARROW SIM 1 A101 SECTION CUT DESIGNATOR D ETAI L � - - ,,DESIGNATION 1 SIM �___�A101 101 DOOR DESINGNATION O WINDOW DESIGNATION GRID LINE xx-xx KEYNOTE PROJECT DIRECTORY: Client: Junejo, Nazia & Sunil Bhatia 8516 184th ST SW Edmonds, WA 98026 (206) 359-1559 Email: nazjun@gmail.com Designer: Colin Guthrie 16516 155th St SE Monroe, WA 98272 (425) 891-9935 Email: mail@colin-guthrie.com PROJECT DISCRIPTION: Tyr oWQr ELEVATION DESIGNATION 1 A-501 D ETAI L � DESIGNATION WATER LI N E �< � SILT FENCE - - - - PROPERTY LINE o VENT FAN -SEE KEYNOTE sic; SMOKE DETECTORS, INTERCONNECTED W/BATTERY BACKUP o WATER HEATER FAU FORCED AIR UNIT Structural Engineer: Swenson Say Faget Structural Engineering 2124 Third Ave, Suite 100 Seattle, WA 98121 Sean Johnson (206) 443-6212 sjohnson@ssfengineers.com SINGLE SOTRY INTERIOR REMODEL AND STRUCTURE ADDITION OF 45 SF. PROJECT WILL INCLUDE NEW FOUNDATION AND WALLS AT ADDITION AND IMPROVEMENTS TO FLOOR FRAMING. NEW PLUMBING WILL BE INCLUDED IN SEPARATE PERMIT. DRAWING INDEX: ARCHITECTURAL A0.1 COVER SHEET &PROJECT INFORMATION A1.0 SITE PLAN A2.1 FLOOR PLAN &SECTION A3.1 EXTERIOR ELEVATIONS STRUCTURAL 51.1 General Structural Notes 51.2 General Structural Notes Continued 52.1 Main Floor Framing/Foundation Plan 52.2 Roof Framing Plan 53.1 Typical Concrete Details 54.1 Wood Framing Details STORMWATER MANAGEMENT: 1. PER MINIMUM REQUIREMENT No. 3 18.30.060 (D)2 THIS PROJECT DOES NOT TRIGGER ANY OF THE THRESHOLDS FOR AREA OF DISTURBANCE. THEREFORE A SWPPP IS NOT REQUIRED. 2. SEASONAL WORK LIMITATIONS: PER 18.30.060 (C) THE MINIMAL GROUND DISTURBANCE REPRESENTED IN THE DRAWINGS WILL BE LOCATED FAR ENOUGH AWAY FROM PROPERTY LINE AND WILL HAVE ADEQUATE VEGITATIVE COVERAGE TO PREVENT ANY SURFACE WATER RUNOFF. 3. SPLASH BLOCKS PER 4/A2.1 AND CITY OF EDMONDS DETIAIL SD-633. WASHINGTON STATE ENERGY CODE: CLIMATE ZONE: '�Y ENERGY CREDITS REQUIRED: ADDITION OF LESS THAN 150 SF 1.50 CREDITS OPTION 3.5 1.5 CREDITS HIGH EFFICIENCY HVAC AIR -SOURCE, CENTRALLY DUCTED HEAT PUMP WITH MIN HSPF OF 11.0 4.2 1.0 CREDITS HIGH EFFICIENCY HVAC SYSTEM ALL SUPPLY AND RETURN DUCTS LOCATED IN UNCONDITIONED ATTIC SHALL BE BURIED IN INSULATION PER SECTION R403.3.7 t� ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED GENERAL NOTES: 1. All work shall be done in conformance with the 2018 International Residential Code (IRC), Uniform Plumbing Code (PC), National Electric Code (NEC), Washington Industrial Safety and Health Act (WISHA), and applicable Snohomish County and Washington State codes, ordinances, &amendments. 2. Written dimensions on this drawing shall have precedence over scaled dimensions 3. All dimensions on drawings are to the gridline, face of studs, the face of concrete, and door/window rough openings unless otherwise noted. 4. Contractor shall verify all dimensions, conditions, etc. pertaining to the work before proceeding. The architect must be notified of any variations from the dimensions and/or conditions shown on these drawings, Any such variations shall be resolved by the Designer Prior to the Contractor proceeding with the work, or the contractor shall accept full responsibility for cost to rectify the same. 5. Each sub -contractor shall be responsible for the joining of his work to the work of other trades, discrepancies on the drawing or in the specifications if any, shall be brought to the attention of the designer immediately upon discovery or before proceeding with the work, or accept full responsibility for costs to rectify the same. 6. Architectural background plans on mechanical and electrical drawings are for the sole purpose of illustrating general plan configuration. Such background shall not be used for portions of the work other than that pertaining to the title of each sheet. Refer to the appropriate sheet for each specific portion of the work. 7. These drawings do not include necessary components for construction safety. 8. Contractor is responsible during the construction for providing protection as necessary to preserve and maintain the building, grounds, landscaping and adjacent buildings and materials, and to assure the safety of the public. 9. Locate all doors 4" from corner of wall to edge of rough opening unless dimensioned otherwise in plans. 10. All GWB in project is 5/8" type 'x' unless otherwise noted. 11. Upon final inspection @the conclusion of construction, the Contractor shall clean the project site, wash windows, wax the floors, vacuum carpets, &leave all other spaces broom clean. OBTAIN ELECTRICAL PERMIT FROM STATE LABOR & INDUSTRIES � 84th "�# �yN LANS MUST BE ON JO�SITE s�mm� rav,= CITY OF EDMONDS BUILDING DIVISION APPROVED PLAN lf1V�S� Work REMODEL AND ADDITION Address 8516 184TH ST SW ---------------------------------------------- r JUNEJO / BHATIA `f�8e�ry :::::: Approved Date �, 04/08/2022__:::::: . ,� Building Official � ����� ��� ���� Perrot Number BLD2022-0179 �� � �I ��t� � vu, drnonds, WA 980b 18bt#� S't SIN APPROVED BY PLANNING Apr 04 2022 VISCINITY MAP: w (v Lf1 W cn � nn � N � OV � � 00 O� � � �--I � � Q � � _ � � � � `� N �1 � o � � '�' � o � 0 V � � � � .� Z O N �..� C� �O = C� O C� i y..� O N Z o � a yr = 3 � N � _ � 0 O Q_ O � W '� y � O y � O � _ � �� �� � � � �� N = � y Z � o O N N 0 N 0 y N 0 � w oa cn w a N N 0 N 00 0 a z 0 w RESUB Mar 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT COVER SHEET & PROJECT INFORMATION A0.1 EXT INT W1 - (E) Exterior Wall Assembly (E) CEDAR SHIP LAP SIDING O/ 0 WRB O/ (E) R-5 RIGID INSULATION SHTG O/ (E) 2X WALL FRAMING -PER STRUCT NEW R-15 BATT I N S U LATIO N O/ NEW 1/2" GWB EXT INT W2 - Infill Wall Assembly NEW 2X FRAMING, R-5 RIGID & R-13 BATT INSUL. SHIP LAP SIDING TO MATCH (E) � ,� /-�- Al -Interior Wall Assembly 1/2" GWB 2X NOMINAL WALL FRAMING -PER STRUCT 1/2" GWB A2 Interior Wall Assembl USE 2X6 FRAMING 1 HR PER GA FILE #FC 5410 STC 35-39 +INSUL HOUSE CRAWLSPACE F-1 -Floor Assembly (1 HR) FLOORING BY OWNER O/ VAPOR BARIER O/ 3/4" SHEATHING O/ FLOOR FRAMING -PER STRUCT O/ R-38 MIN. BATT INSUL O/ MOISTURE BARRIER SD-633 CITY OF EDMONDS 9111LDIFIG RODE 60WHSPOUT, SEE NOTE i dOWNSP6l7T EXTENSION 2d" WIAE = 35" LONG x fi" THICX ROCK Pdp pR SPLASHBi.00K, SEE NOTES 2 ANp 3 VECETATE4 FLOW PATH, SEE kOTE 4 �` . � NOTES: 1. MAX 700SF OF ROOF AREA MAY DRAIN TO EACH SPLASHBLOCK 2. SPLASHBLOCK MAY BE CONC. PLASTIC OR SIMILAR RIGID MATERIAL 3. ROCK PAD SHALL CONSIST OF 4" STREAMBED COBBLES OR WASHED DRAIN ROCK FOR TRYWELLS 4. VEGITATED FLOW PATH MUST BE PROVIDED 4 SPLASH BLOCK N.T.S. 2 BUILDING SECTION �� i 0' 4' 16' A 6 ni��ni r�rn�� ��nnn GENERAL NOTES: 1. ALL PROJECT DIMENSIONS ARE TO FACE OF STUD, EDGE OF ROUGH OPENING, OR GRID LINE. 2. ALL INTERIOR WALLS ARE TO CEILING, TYP. SEE 2.1 FOR ASSEMBLIES 4. LOCATE ALL DOORS 4" FROM CORNER OF WALL TO EDGE OF DOOR ROUGH OPENING UNLESS DIMENSIONED A OTHERWISE IN PLANS 5. VENT DRYER TO EXTERIOR MIN. DUCT DIA 4" 7. 105 CFM MIN. CONTINUOUS WHOLE HOUSE MECHANICAL VENTILATION. 8. ALL INTERIOR WALLS TYPE Al UNO. 9. (E) SPLASH BLOCKS IF DISTURBED SHALL BE PER DETAIL 4 SMOKE DETECTOR &VENTILATION: �,5; S=SMOKE, AND S/C =SMOKE & o CARBON MONOXIDE DETECTOR I N CEILING EXHAUST FAN W/MIN 50 CFM &BACK DRAFT DAMPER. 100 CFM IN KITCHEN, VENT TO EXTERIOR 0 � �, NOTE' THE ALARM DEVICES SHALL BE INTER- CONNECTED IN SUCH A MANNER THAT THE ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF TH E ALARMS IN TH E INDIV DUAL DWELL NG ROOM AREAS: B Name Area Level Level 1 FAMILY 254 SF Level 1 MASTER BEDROOM 230 SF Level 1 LIVING 208 SF Level 1 KITCHEN 149 SF Level 1 BEDROOM 2 143 SF Level 1 BEDROOM 3 143 SF Level 1 BEDROOM 1 115 SF Level 1 HALLWAY 96 SF Level 1 DINING 95 SF Level 1 W.I.C. 93 SF Level 1 BATH 91 SF Level 1 M. BATH 72 SF Level 1 BATH 46 SF Level 1 CLOS 15 SF Level 1 CLOS 12 SF Level 1 PNT 10 SF Level 1 1773 SF Grand total: 16 1773 SF DOOR SCHEDULE: THICK MARK WIDTH HEIGHT NESS NOTES Level 2� 8' _ 0�� �, Grade -0' - 6" 1 3' - 0" 6' - 8" 1 3/4" WEATHER STRIP 2 8' - 0" 6' - 8" 1 3/4" WEATHER STRIP 4 2' - 0" 6' - 8" 1 3/8" 5A 2' - 6" 6' - 8" 1 3/8" 6A 2' - 6" 6' - 8" 1 3/8" 7 2' - 6" 6' - 8" 1 3/8" 8 2' - 8" 6' - 8" 1 3/8" 10A 2' - 6" 6' - 8" 1 3/8" 10B 5' - 0" 6' - 8" 1 3/8" 11 2' - 6" 6' - 8" 1 3/8" 12 2' - 6" 6' - 8" 1 3/8" 13B 4' - 0" 6' - 8" 1 3/8" DOOR NOTES: 1. ALL EXTERIOR DOORS SHALL BE SEALED, CAULKED, GASKETED AND OR WEATHERSTRIPPED TO PREVENT AIR LEAKAGE AND MOISTURE INFILTRAATION 2. ALL EXT DOOR GLAZING TO BE INSULATED 3. ALL OPAQUE DOORS TO HAVE A U- FACTOR OF 0.20 W Z w Cv �11 cn � � � � N � Q m � � � OV � � � � � `� � O N � �1 � '�' � � � o V .� O N �..� C� �O = � �+ C� i C� i 0 y.r O N Z o � Q = 3 � � � � 0 O Q_ O � W '� y ai � y O � O � _ CC '� �� � � �� N = � y Z � 0 0 N 0 N N 0 N � o �o � o 0 0 ,_ � w a oa cn �_ z O_ � w � w a � RESUB Mar 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT FLOOR PLAN & SECTION A2.1 2 North �7 1 East y Level, 2 8 -0 y Level 1 0' - 0" Avera -0' - 6" 3 South 4 West NEW WDW. TO MATCH (E) GENERAL NOTES: 1. MAXIMUM STRUCTURE HEIGHT = 11' - 6" 2. MAX STRUCTURE HIGHT POSSIBLE BY CODE 25' - 0" 3. ALL DOORS PER MANUFACTURER 4. EXTERIOR SIDING TO MATCH EXISTING IN PROFILE AND FINISH. FILL (E) WINDOW OPENINGS. EXTERIOR FINISHES: A. (E) SIDING -WALL TYPE W1 B. (E) ROOF W/ASPHALT SHINGLES C. (E) GUTTERS & DS D. INFILL SIDING TO MATCH (E) -WALL TYPE W2 E. NEW WINDOW F. NEW DOOR G. CONCRETE PATIO AVERAGE GRADE = 142' EL PROJECT LEVEL 1 = 142' - 6" WINDOW NOTES: 1. ALL WINDOWS SHALL BE DOUBLE PAN E INSULATED WITH A U-VALUE U=0.30 UNO. PER WSEC TABLE R402.1.1 2. OPERABLE PORTION OF EGRESS WINDOWS AS BEDROOMS SHALL BE MIN 5.7 SF AND SILL HEIGHT SHALL NOT EXCEED 44" AFF TO PERAB E PO TION F EG SS WI DOWS. OP ABL IN S EXT OR ALL V INSECT SCREENS 4. ALL WINDOWS WITHIN 24" OF A DOOR OPEINING SHALL BE CONSTRUCTED WITH SAFETY GLASS 5. ALL SKYLIGHTS SHALL BE CONSTRUCTED OF SAFETY GLASS WINDOW SCHEDULE MARK CONFIGURATION WIDTH HEIGHT COUNT 1 FIXED PICTURE 5' - 6" 6' - 6" 2 2 HORIZONTAL SLIDER 4' - 0" 3' - 0" 6 3 HORIZONTAL SLIDER 6' - 0" 3' - 0" 4 4 HORIZONTAL SLIDER 3' - 0" 1' - 0" 3 W Z w Cv �11 cn � � � � N � Q m � � � OV � � � � � `� � o N � �1 � '�' � � � o V .� O N �..� C� �O = � �+ C� i y O C� i 0 N Z O � Q 3 O � _ � 0 O Q_ O � W '� y ai � y O � 0 � �� � ��� �� N = � y Z � 0 0 N N O N 0 � N = O '� w oa cn w a N N O N �o C� O a z 0 w RESUB Mar 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EXTERIOR ELEVATION S A3.1 General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS CRITERIA GEOTECHNICAL 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2018 EDITION). 2. DESIGN LOADING CRITERIA: RESIDENTIAL - HOTELS AND MULTIFAMILY DWELLINGS FLOOR L I VE LOAD 40 PSF ROOF ROOF L I VE LOAD . 25 PSF MISCELLANEOUS LOADS DEFLECTION CRITERIA L I VE LOAD DEFLECTION L/360 TOTAL LOAD DEFLECTION . L/240 ENVIRONMENTAL LOADS RAIN . 1. 5 I N/HR SNOW . Ce=1.0, Is=1.0, Ct=1. 1, Cs=1.0, Pg=25 PSF, Pf=25 PSF WIND . GCp i =0. 18, 98 MPH, R I SK CATEGORY I I, EXPOSURE " B" EARTHQUAKE . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs = 4.20 KIPS SITE CLASS=D, Ss=1.30, Sds=1.00, S1=.46, SD1=.57, Cs=O. 154 SDC D (DEFAULT) , I e=1. 0, R=6. 5 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS 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. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. QUALITY ASSURANCE 10. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110 AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION IS REQUIRED UNLESS NOTED OTHERWISE. EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER PERIODIC INSPECTION: INSPECTION SHALL BE PERFORMED AT INTERVALS NECESSARY TO CONFIRM THAT WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE WITH REQUIREMENTS. CONTINUOUS INSPECTION: INSPECTOR SHALL BE ONSITE AND OBSERVE THE WORK REQUIRING INSPECTION AT ALL TIMES THAT WORK IS PERFORMED. 11. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE. 1500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) .55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED). 300 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED). 0.3 TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) 75 PSF SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) 7H PSF 12. AUGERCAST PILING INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED DURING PLACEMENT. MAXIMUM AUGERCAST PILE ECCENTRICITY SHALL BE 3" LATERALLY. PILE LENGTH INDICATED ON DRAWINGS IS ESTIMATED. ACTUAL LENGTH SHALL BE DETERMINED IN FIELD BY SOILS ENGINEER. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILES. RENOVATION 13. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND I N 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. 14. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS. CONCRETE 15. CONCRETE SHALL BE M I XED, PROPORTIONED, CONVEYED AND PLACED I N ACCORDANCE WITH ACI 301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c = 3,000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. REQUIRED CONCRETE STRENGTH IS BASED ON THE DURABILITY REQUIREMENTS OF SECTION 1904 OF THE IBC. DESIGN STRENGTH IS f'c = 2,500 PSI. 16. A CONCRETE PERFORMANCE M I X SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH AC I 318-14, SECTIONS 26. 4. 3 AND 26. 4. 4. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 17. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH AC I 318-14, TABLE 19. 3. 2. 1 MODERATE EXPOSURE, F 1. 18. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE CONFORMING TO ASTM A615, GRADE 60, FY = 60, 000 PSI . 19. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315R-18 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-14, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 20.CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3„ FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER). 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . 1-1/2" SLABS AND WALLS (INT. FACE). GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 21. CONCRETE WALL REINFORCING --PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 6" WALLS #4 @ 16 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN 8" WALLS #4 @ 12 HORIZ. #4 @ 18 VERTICAL 1 CURTAIN 10" WALLS #4 @ 18 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS 12" WALLS #4 @ 16 HORIZ. #4 @ 18 VERTICAL 2 CURTAINS 22. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). /,LC�� 23. EXPANSION BOLTS INTO CONCRETE SHALL BE "STRONG -BOLT 2" WEDGE ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. PERIODIC SPECIAL INSPECTION IS REQUIRED TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, ANCHOR LOCATION, TIGHTENING TORQUE, HOLE DIMENSIONS, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. 24. EPDXY -GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON STRONG, TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT N0. ESR-2508. MINIMUM BASE MATERIAL TEMPERATURE IS 50 DEGREES, F. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. PERIODIC SPECIAL INSPECTION OF INSTALLATION IS REQUIRED TO VERIFY ANCHOR OR EMBEDDED BAR TYPE AND DIMENSIONS, LOCATION, ADHESIVE IDENTIFICATION AND EXPIRATION, HOLE DIMENSIONS, HOLE CLEANING PROCEDURE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE INSTALLATION INSTRUCTIONS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. 25. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "TITEN HD" HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT N0. ESR-2713 (CONCRETE), N0. ESR-1056 (CMU), INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO WOOD 26. FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD No. 17, GRADING RULES FOR WEST COAST LUMBER, 2018, OR WWPA STANDARD, WESTERN LUMBER GRADING RULES 2017. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR N0. 2 AND BEAMS MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS ( 4X MEMBERS) ( 6X AND LARGER) STUDS, PLATES & MISC. FRAMING DOUGLAS FIR -LARCH N0. 2 MINIMUM BASE VALUE, Fc = 1350 PSI DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fc = 1000 PSI DOUGLAS FIR -LARCH N0. 2 OR HEM -FIR N0. 2 27. GLUED LAMINATED MEMBERS SHALL BE FABRICATED I N CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC OR APA IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 265 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS, WITH SPANS OVER 30', TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 28. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 32/16. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. 29. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. STRUCTURAL ENGINEERING z�z4 Third Avenue -Suite ioo -Seattle, WA 98izi p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z$4.947o ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved D N: SWJ DRAWN: NHD CHECKED: DJS APPROVED: DJS REVISIONS: J ICTIONAL APPROVAL STAMP: P CT TITLE: Junejo Renovation 8516 184th St SW Edmonds, WA 98026 ARCHITECT: Colin Guthrie 16516 155th St SE Monroe, WA 98272 PH 425.891.9935 ISSUE: Permit SHEET TITLE: RES U B Gen�if"�,�dq��3 2022 Structurc��EITID PA��ES s DATE: February 7, 2022 PROJECT N0: 10952-2021-04 SHEET NO: S1.1 General Structural Notes Continued THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 30. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC36. WOOD I N CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC4B. 31. FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE CORROSION RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE NOTED. WOOD TREATMENT CONDITION PROTECTION HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED CONTAINS AMMONIA CARRIER INTERIOR DRY G185 OR A185 HOT DIPPED OR CONTINUOUS HOT -GALVANIZED PER ASTM A653 CONTAINS AMMONIA CARRIER INTERIOR WET TYPE 304 OR 316 STAINLESS CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS AZCA ANY TYPE 304 OR 316 STAINLESS INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19�. WOOD MOISTURE CONTENT IN OTHER CONDITIONS (INTERIOR WET, EXTERIOR WET, AND EXTERIOR DRY) IS EXPECTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS RECOMMENDATIONS FOR PROTECTION OF METAL. 32. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITS" SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIT" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS MEMBERS CONNECTED. 33. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 8d 2-1/2" 0. 131" 16d BOX 3-1/2" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END. B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 34. NOTCHES AND HOLES IN WOOD FRAMING: A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE DEPTH OF THE JOIST. B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS PERMITTED TO BE BORED I N ANY WOOD STUD. I N NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED. 35. WOOD FRAMING NOTES --THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO I BC TABLE 2304. 10. 1. COORDINATE THE S I ZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. 6. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE S I ZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" O.C.. LAP TOP PLATES AT JOINTS A MINIMUM 4'-0" AND NAIL WITH TWELVE 16d NAILS @ 4" O.C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON -CENTER, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON -CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12" ON -CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH N0. 6 X 1-1/4" TYPE S OR W SCREWS @ 8" ON -CENTER. UNLESS INDICATED OTHERWISE, 1/2" (NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" ON -CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING BETWEEN RAFTERS AND JOISTS AT ALL BEARING POINTS WITH A MINIMUM OF (3) 16d TOE NAILS EACH END. TOE -NAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON -CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON -CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON -CENTER TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1 /8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON -CENTER, MINIMUM TWO NAILS PER BLOCK, UNLESS OTHERWISE NOTED. STRUCTURAL ENGINEERING 2124 Third Avenue -Suite 100 -Seattle, WA g8121 p:2o6.443.6212 ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: SWJ DRAWN: NHD CHECKED: DJS APPROVED: DJS REVISIONS: J ICTIONAL APPROVAL STAMP: P CT TITLE: Junejo Renovation 8516 184th St SW Edmonds, WA 98026 A ECT: Colin Guthrie 16516 155th St SE Monroe, WA 98272 PH 425.891.9935 ISSUE: Permit SHEET TITLE: Gen��U6 Structura�� r �� DEVELOPMENT SERVICES ContinuedMENT SCALE: UH I C: February 7, 2022 PROJECT N0: 10952-2021-04 SHEET NO: S1.2 #4 x 2'-6" EPDXY DOWELS TO MATCH NEW FTG. REINF. (embed 4"), TYP. 2x8 @ 16"oc ti \°Gs I HDU5 j I 10/S I I HDU5 j I I I HDU5 � 1 ) ( 2 P.T. 2x10 4/S3.1, TYP. , LEDGER AT EXT. FTG. -------------------------------------------------------------------------------------- ------------------- r---- 1- I I I 2x10 @ 24"oc, TYP. � I I I I I I I �� � I L—J L_—J L_—J L—J I L_—J L—J I I I I I I I I I I I �� � I I I I I ® ® ® ®� I � � ® ®� (E) BEAM, TYP. I I I L—J L_—J L_—J L—J I L_—J L—J �� J j 3'-0"sq x 12"dp \ � 4x6 ALIGNED BLW. o�� I - i � � �1QoQ�P�� I I FTG. W/ (4)#4 N NEW POST ABV. � I I �QQ, ��'rQ � I I E.W. BOT. — — I I ,���, I I � I I I I I I I I I �� Plan Notes L—J L—J I L��J L—J I L—J L JJ I #4 EPDXY DOWEL — — #4 EPDXY DOWEL I I � E FTG. TYP. I L j (embed 4") W/ STD. HOOK I I � � () I I (embed 4") I I I ' L—J L_—J L_—J L—J I L_—J L—J 111 /S3.1 r I I I I � I I �< �� I I I I I �® ® ® ® I I ® ® I L— J L— J L— J L— J i i L— J L— J I I I I � � I I I I I I I I I L--------------------------------------------------------J L------------ -- ------------------J -- 11 /S3.1, TYP. P.T. 2x10 AT EXT. FTG. LEDGER �A) (E) FOOTING Legend Main Floor Framing/Foundation Plan � '---------"-' NEW STRUCTURAL WALL OR POST ABOVE 1. THE BOTTOM OF ALL NEW EXTERIOR FOOTINGS SHALL BE 18" MINIMUM BELOW FINISHED GRADE. �---------� �-� 2. TYPICAL NEW FLOOR FRAMING CONSISTS 3/4" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO �---------, �-, EXISTING STRUCTURAL WALL OR POST ABOVE SUPPORTS PER PLAN. NAIL SHEATHING WITH 8d AT 6"oc EDGES, 12"oc FIELD. 0 EXISTING STEM WALL &FOOTING 3. TYPICAL EXISTING ROOF FRAMING CONSISTS OF Y" PLYWOOD OR DECKING SUPPORTED ON 2x O NEW STEM WALL &FOOTING JOISTS @ 24"oc. — — — — — 4. NEW HEADERS SHALL BE (2) 2x8 TYPICAL UNLESS NOTED OTHERWISE. �� SPAN DIRECTION � � EXTENT OF JOISTS 5. PROVIDE (2) BEARING STUDS EACH END OF ALL HEADERS AND BEAMS UNLESS NOTED OTHERWISE PER 6/S4.1. NEW HEADER/BEAM PER PLAN 6. PROVIDE AC, ACE, LPC, OR LCE COLUMN CAP AT ALL NEW AND EXISTING BEAM TO COLUMN EXISTING HEADER/BEAM CONNECTIONS. HANGER 7. PROVIDE RPBZ POST BASES TO ALL EXISTING CRAWLSPACE POSTS. 8. REFERENCE 6/S3.1 FOR TYPICAL HOEDOWN SCHEDULE OVER EXISTING CONCRETE FOUNDATION WALLS. 9. REFERENCE 8/S3.1 FOR TYPICAL HOEDOWN SCHEDULE OVER NEW CONCRETE FOUNDATION WALLS. 10. REFERENCE 7/S4.1 FOR NEW GLULAM RIDGE BEAM TO POST CONNECTION. 11. REFER GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 12. DO NOT SCALE THE DRAWINGS. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. Scale: �/4" = 1'-0" 0 STRUCTURAL ENGINEERING z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z$4.947o ssfengineers.com Copyright 2021 Swenson Say Faget -All Rights Reserved DESIGN: SWJ DRAWN: NHD CHECKED: APPROVED: - REVISIONS: J ICTIONAL APPROVAL STAMP: P CT TITLE: Junejo Renovation 8516 184th St SW Edmonds, WA 98026 A ECT: Colin Guthrie 16516 155th St SE Monroe, WA 98272 PH 425.891.9935 ISSUE: Preliminary SHEET TITLE: Main ��UB JVlar 2,3 2022 Fra m i n,� EDMONDS DEVEL MENT SERVICES FoundationP'��an s 1 /4" = 1'-0" U.N.O. PROJECT NO: 10952-2021-04 SHEET N0: S2.1 SISTER NEW R TO (E) W/ (2) ROWS OF 16d Plan Notes 1. SEE PLAN NOTES ON S2.1. Legend 0 ® NEW STRUCTURAL WALL OR POST BELOW NON—STRUCTURAL WALL BELOW 0 ® EXISTING WALL OR POST BELOW Wx SHEARWALL PER SCHEDULE 4/S4.1 � SPAN DIRECTION ��� EXTENT OF JOISTS NEW HEADER/BEAM PER PLAN EXISTING HEADER/BEAM HANGER Roof Framing Plan Scale: �/4" = 1'-0" STRUCTURAL ENGINEERING z�z4 Third Avenue - Suite ioo -Seattle, WA 98izi p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z$4.947o ssfengineers.com Copyright 2021 Swenson Say Faget -All Rights Reserved D N: SWJ DRAWN: NHD CHECKED: DJS APPROVED: DJS R ONS: J ICTIONAL APPROVAL STAMP: P CT TITLE: Junejo Renovation 8516 184th St SW Edmonds, WA 98026 A ECT: Colin Guthrie 16516 155th St SE Monroe, WA 98272 PH 425.891.9935 ISSUE: Permit S TITLE: RESUB Roof Fr�n��r�g�22 CITY OF EDMONDS PI fr871fLOPMENT SERVICES �A � � DEPARTMENT S 1 /4" = 1'-0" U.N.O. DATE: February 7, 2022 PROJECT N0: 10952-2021-04 SHEET NO: S2.2 HOEDOWN POS1 PER SCHEDULE ■:Illll:[I]�IIIPi9�l SHEARWALL PE 4- � ° 1I a II II p a 11� a - 1 I � 4 d a �;;� a ° ° � a a. ° a - a . a 1 2 3 4 EDGE NAIL PER SW SCHEDULE FRAMING CONT. WHERE OCCURS EPDXY EMBED ALL —THREAD PER SCHEDULE Y Holdown Schedule Plan Mark HDU2—SDS2.5 Screws Anchor Bolt 5/8"� A.B. Embed 12" Holdown Post OO if 2x4 (2) 2x4 if 2x6 (6)SDS �/4"x2�/2" (2) 2x6 HDU4—SDS2.5 (10)SDS �/4"x2�/2" 5/8"� 16" 4x4 4x6 HDU5—SDS2.5 (14)SDS �/4"x2�/2" 5/8"� 20" 4x6 4x6 HDU8—SDS2.5 (20)SDS �/4"x2�/2" �/8"� 24" 4x8 6x6 HDU11—SDS2.5 (30)SDS �/4"x2�/2" 1 "� 24" 4x10 6x6 HDU14—SDS2.5 (36)SDS �/4"x2�/2" 1"� 24" 4x12 6x8 � MINIMUM SIZE OF POST AT END OF WALL UNLESS OTHERWISE NOTED ON FRAMING PLANS. PANEL EDGE NAILING OVER HOEDOWN STUDS/POST HOEDOWN (where occurs) PER PLAN W/ A.B. PER HOEDOWN SCHEDULE �:I �:1:,�i�G1 � �»:i � I:1► C PANEL EDGE NAILING OVER HOEDOWN POST SHEARWALL PER PLAN HDU HOEDOWN - (2)#4 TOP CONT. 0 �� HOEDOWN POST PER SCHEDULE HEADED BOLT OR ALL —THREAD W/ WASHER &NUT PER SCHEDULE MIN #4 (� 12"oc E.W. TOP & BOT. 3D min. HDU Into Footing Option PANEL EDG NAILING 0` HOEDOWN F SHEARWALL PER PLAN HDU HOLDC HOEDOWN POST PER PLAN (2)#4 TOP CONT. STEM WALL W/ REINF. PER GEN. NOTES (u.n.o.) 8" min. HDU Into Stem Wall Option Holdown Schedule Plan Mark Screws Anchor Bolt Min. A.B. Embed (D) Holdown Post O Stem Wall Footing if 2x4 if 2x6 HDU2—SDS2.5 (6)SDS �/4"x2�/2" 5/8"� 12" 4" (2) 2x4 (2) 2x6 HDU4—SDS2.5 (10)SDS �/4"x2�/2" 5/8"� 18" 6" 4x4 4x6 HDUS—SDS2.5 (14)SDS �/4"x2�/2" 5/8"� SB5/8x24 7" 4x4 4x6 HDU8—SDS2.5 (20)SDS �/4"x2�/2" �/8"� SSTB28 8" 4x6 6x6 HDU11—SDS2.5 (30)SDS �/4"x2�/2" 1"� SB1x30 10" 4x8 6x6 HDU14—SDS2.5 (36)SDS �/4"x2�/2" 1"� N/A 12" 4x8 6x6 � MINIMUM SIZE OF POST AT END OF WALL UNLESS OTHERWISE NOTED ON FRAMING PLANS. T ical HDU Holdown � T ical HDU Holdown yp yp r'� NAILING PER SHEARWALL SCHEDULE (typ.) I I II II II II (2) #4 CONT. TOP � � II II II II II II (1 ea. side of a.b.) - >; I � c �I • �� II �� X #4 @ 12"oc HORIZ. � CTRD. �� � #4 @ 18"oc VERT. CTRD. (alt. bends) I � �.! (2) #4 CONT. BOT. P.T. PLATE (ripped flush) W/ A.B. PER SHEARWALL SCHEDULE (5/8"� @ 48"oc elsewhere) U.N.O. 90# FELT SNUG FIT BTWN. JOIST AND WALL (4) 8d INTO EA. BLOCK JOIST DIRECTION AND SHEATHING PER PLAN WHERE JOISTS ARE PARALLEL PROVIDE 2x BLKG. (� 48"oc JB SERIES TOP FLANGE HANGER • ALL FASTENERS INTO PRESSURE TREATED WOOD SHALL BE GALV. OR STAINLESS STEEL PER GENERAL NOTES • REFER SHEARWALL SCHEDULE FOR ADDITIONAL RIM &SILL PLATE 5" g" 5» i SIZE REQUIREMENTS Exterior Framing at Crawl Space 10 5/8"� x 8" TITEN HDU SPACING PER 4/S4.1 (E) SILL PLATE (E) FLR. DECKIN G 14" min. (E) FOUNDATION WALL �i FRAMING &SHTHG. PER PLAN SHTHG. &NAILING � PER PLAN 8d � 6"oc - el FRAMING &SHTHG. � (E) BEAM PER PLAN POST PER PLAN W/ AC(E) POST CAP TOP & ABU POST BASE BOT. - - � W/ 5/8"� x 7" A.B. OR (E) FTG. PER PLAN _� 5/8"� x 6" TITEN HD FTG. REINF. PER PLAN SIN AT PARALLEL JOISTS: � °° a ° 2x BLKG. (� 48"oc W/ � _ L ___� �-_- �/��/��� (4) 8tl EA. BLOCK �- `�' " ���/��/ ` ``%�//�%/\�//��//��//\�/j�//��//��//��//��`\ \EPDXY DOWELS PER PLAN LEDGER PER PLAN W/ (2)3/8"� TITEN HD per plan AT JOIST SPACING (24"oc max.) STRUCTURAL ENGINEERING z�z4 Third Avenue - Suite ioo -Seattle, WA 98izi p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z$4.947o ssfengineers.com Copyright 2021 Swenson Say Faget -All Rights Reserved D N: SWJ DRAWN: NHD CHECKED: DJS APPROVED: DJS R ONS: JURISDICTIONAL APPROVAL STAMP: P CT TITLE: Junejo Renovation 8516 184th St SW Edmonds, WA 98026 ARCHITECT: Colin Guthrie 16516 155th St SE Monroe, WA 98272 PH 425.891.9935 ISSUE: Permit S TITLE: RES U B Typ i ca I CIa�Qae�� D et�FEDMDNDS MENT SERVICES ARTMENT SCALE: 3/4" = 1'-0" U.N.O. DATE: February 7, 2022 PROJECT N0: 10952-2021-04 SHEET NO: S3.1 Shearwall Schedule <=>�2���1<<�� SAWN OR MFR. 16d NAILING PER SCHEDULE Panel Edge Top Plate Connection Base Plate Connection LUMBER. 2x MIN. Mark Sheathing SEE NOTES FOR Nailing if TJI if Wood � at Woody at Concrete ADDITIONAL 2x NAILER REQUIREMENTS _ �' W6 15/32" CDX PLYWOOD 8d @ 6"oc 16d @ 6"oc A35 @ 24"oc 16d @ 6"oc 5/s"� A.B. @ 48"oc 1/2" MAX. TO EDGE OF ti W4 15/32" CDX PLYWOOD 8d @ 4"oc 16d @ 4"oc A35 @ 16"oc (2)rows 16d @ 6"oc 5/8"� A.B. @ 32"oc 16d NAILING PER SCHEDULE WASHER W3 ® 15/32" CDX PLYWOOD 8d @ 3"oc (2)rows 16d @ 4"oc A35 @ 12"oc (2)rows 16d @ 6"oc 5/$"� A.B. @ 24"oc Detail A Detail C W2 ® 15/32" CDX PLYWOOD 8d @ 2"oc (2)rows 16d @ 4"oc A35 @ 9"oc (2)rows 16d @ 4"oc �� 5/s"� A.B. @ 16"oc O BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d @ 12"o.c. 3/8" 1/2" O 8d NAILS SHALL BE 0.131"� x 2 1/2" (common) — 16d NAILS SHALL BE 0.135"� x 3 1/2" (box) min typ. (� EMBED ANCHOR BOLTS AT LEAST 7". EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 4" EMBEDMENT. TITEN HD SCREW ANCHORS MAY BE SUBSTITUTED FOR ANCHOR BOLTS W/ 4" EMBEDMENT. ALL BOLTS SHALL HAVE 3" x 3" x 1/4" MIN. PLATE WASHERS. PLATE WASHERS SHALL • EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. SEE DETAIL C. � PLYWOOD EDGE NAILING � EDGE ® 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF W3 AND W2. / OVER EA. STUD � � � SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. eq. � eq. OO TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. . � SEE PLANS AND HOEDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. 16d NAILING PER SCHEDULE © ALL EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE. Detail B � OO 7/16" O.S.B. MAY BE SUBSTITUTED FOR 15/32" CDX. PLAN VIEW AT ABUTTING PANEL ® LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. EDGES OF W3 & W2 � R>M � A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. Detail D �o AT MULTI —ROW NAILING, MINIMUM OFFSET BETWEEN ROWS AND ROW SPACING 1/2", SEE DETAIL D. 1 � O PROVIDE (3) ROWS 16d @ 6"oc AT LVL RIMS. Shearwall Schedule - Sheathed One Side A35 PER SHEARWALL BEAM PER PLAN (SPLICE SCHEDULE WHERE SHOWN ON PLAN) ECCQ SERIES CAP (2)16d TOENAILS THRU TYP. DOUBLE TOP PLATE AS READ. TO FIT BEAM WHERE BEAMS ARE SPLICED: EACH BLOCK SPLICE BEAMS OVER CENTER OF POST ONLY (u.n.o.) (3)16d INTO EA. BLOCK (3)16d INTO EA. BLOCK A35 (at exterior walls only) •' ',.' ',' I•,'' OMIT @HEADERS < 6'-0" —'� = (E) RAFTERS &SHTHG. (6)16d PER PLAN 2x BLKG. @ 48"oc CCQ SERIES CAP AS READ. (E) RAFTER \` NAILING PER SHEARWALL TYP. STUDS \ BEAM OR HEADER TO FIT BEAM (field verify) SCHEDULE PER PLAN - POST PER PLAN SHEARWALL PER PLAN WHERE OPENING IS LESS THAN 6'-0" PROVIDE /, (1) BEARING STUD U.O.N. �� 5 T ical Header Su ort Yp pp � CC/CCQ Series Connection 7 Interior Shearwall Parallel 8 8d @ 6"oc SHEATHING PER PLAN A35 PER SHEARWALL SCHEDULE 8d @ 6"oc NOTCH TO LET OUTRIGGER THRU (5)8d INTO EA. BLOCK E BLOCKING ( ) (2)16d TOENAILS FULL DEPTH BLOCKING FASCIA � � - (2)16d THRU EA. RAFTER ma be drilled for ventin ( Y 9) PER ARCH. � � OUTRIGGER - RAFTER PER PLAN 2x4 OUTRIGGER FASCIA PER ARCH. H1 EA. RAFTER LAID FLAT @ 24"oc � _ _ RAFTERS &SHEATHING �� HEADER/BEAM PER /\ PLAN NAILING PER �i PER PLAN NAILING PER SHEARWALL SHEARWALL SCHEDULE per arch. �\ 2x BLOCKING @ 48"oc (E) RAFTERS &SHTHG. SCHEDULE per arch. (1'-6" max.) (2)16d TOENAILS THRU BEAM PER PLAN SHEARWALL PER PLAN EACH BLOCK SHEARWALL PER PLAN — HEADER/BEAM PER PLAN 9 Exterior Bearin Wall � g 0 Exterior Non-Bearin Wall � � 9 Rid a Beam 9 STRUCTURAL ENGINEERING 2124 Third Avenue -Suite 100 -Seattle, WA g8121 p:2o6.443.6212 ssfengineers.com 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com Copyright 2021 Swenson Say Faget -All Rights Reserved DESIGN: SWJ DRAWN: NHD CHECKED: DJS APPROVED: DJS REVISIONS: J ICTIONAL APPROVAL STAMP: PROJECT TITLE: Junejo Renovation 8516 184th St SW Edmonds, WA 98026 ARCHITECT: Colin Guthrie 16516 155th St SE Monroe, WA 98272 PH 425.891.9935 ISSUE: Permit SHEET TITLE: RES U B Wood Fnua��ra�rac,�2 Deto�F EDMONDS MENT SERVICES ARTMENT sc 3/4" = 1'-0" U.N.O. February 7, 2022 PROJECT N0: 10952-2021-04 SHEET N0: S4.1