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APPROVED BLD PLN BLD2023-0917+ARCH & STRUC_Plan+7.23.2023_1.43.19_PM+3683028GENERAL NOTES VICINITY MAP PROJECT FPS PROJ. No. � 2023-4 1. ALL WORK IS TO COMPLY WITH THE 2018 INTERNATIONAL RESIDENTIAL CODE. 2. THE CONTRACTOR IS RESPONSIBLE TO CHECK THE PLANS AND IS TO NOTIFY THE DESIGNER OF ANY ERRORS OR OMISSIONS PRIOR TO THE START OF CONSTRUCTION. 3. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE THE DRAWINGS. 4. DO NOT SCALE DIMENSIONS FROM DRAWINGS. VERIFY ALL DIMENSIONS, DATUMS, AND LEVEL PRIOR TO CONSTRUCTION. ALL DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE UNLESS NOTED OTHERWISE. CONSULT WITH ARCHITECT/ENGINEER AND OWNER REGARDING ANY SUSPECTED ERROR, OMISSIONS, OR CHANGES ON PLANS BEFORE PROCEEDING WITH THE WORK. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM THE WORK. 6. THE CONTRACTOR SHALL UTILIZE CONSTRUCTION TECHNIQUES, PRACTICES, AND PROCESSES THAT ARE STANDARD AND ACCEPTABLE TO THE CONSTRUCTION INDUSTRY QUALITY STANDARDS. THE ARCHITECT/ENGINEER DOES NOT SPECIFY OR ASSUME LIABILITY OR RESPONSIBILITY FOR METHODS AND MEANS OF CONSTRUCTION. 7. THE CONTRACTOR SHALL INDEMNIFY AND SAVE THE OWNER, ARCHITECT/ENGINEER &OWNER'S REPRESENTATIVE HARMLESS FROM AND AGAINST ANY DAMAGE, COST, OR LIABILITY FROM INJURY OR DEATH TO PERSONS OR FOR DAMAGE TO PROPERTY CAUSED BY NEGLIGENCE OF THE CONTRACTORS, HIS EMPLOYEES, AGENTS, ANDOR SUBCONTRACTORS. 8. THE CONTRACTOR SHALL EXAMINE THE PREMISES TO DETERMINE THE EXTENT OF WORK AND THE CONDITIONS UNDER WHICH IT MUST BE DONE. NO EXTRA PAYMENTS OR CHARGES WILL BE ALLOWED FOR CLAIMS FOR ADDITIONAL WORK THAT SHOULD HAVE BEEN INCLUDED IN ORIGINAL INSPECTION. 9. THE CONTRACTOR SHALL CHECK AND VERIFY CONTRACT DOCUMENTS AND FIELD CONDITIONS FOR ACCURACY AND CONFIRM THAT THE WORK IS BUILDABLE AS SHOWN BEFORE PROCEEDING WITH CONSTRUCTION. THE CONTRACTOR IS TO OBTAIN CLARIFICATION FROM THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK IN QUESTION. 10. CONTRACTOR SHALL NOTE THAT NOT ALL MISCELLANEOUS ITEMS OF CUTTING, PATCHING OR FITTING ARE INDIVIDUALLY DESCRIBED OR NOTED HEREIN. NO SPECIFIC DESCRIPTION OF CUTTING, PATCHING, OR FITTING REQUIRED TO PROPERLY ACCOMMODATE THE SCOPE OF WORK SHALL RELIEVE THE CONTRACTOR FROM RESPONSIBILITY TO PERFORM SUCH WORK AS REQUIRED. 11. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIRS OF ANY ACCIDENTAL DAMAGE HE/SHE HIS/HER EMPLOYEES INFLICTS UPON THE EXISTING WORK TO REMAIN. IF, FOR ANY REASON, DAMAGE TO EXISTING WORK OR UTILITIES IS CONSIDERED TO BE UNAVOIDABLE, SUBMIT WRITTEN NOTIFICATION OF THIS BEFORE SIGNING THE CONTRACT. IN THE ABSENCE OF SUCH NOTIFICATION, THE CONTRACTOR ASSUMES FULL RESPONSIBILITY FOR DAMAGE AND THE COST OF SATISFACTORILY REPAIRING OR REPLACING THE DAMAGED WORK. 12. THE RELOCATION OF ANY ITEMS INVOLVED IN THE WORK IS SUBJECT TO THE CONTRACTOR'S ABILITY TO DO SO WITHOUT PERMANENTLY DAMAGING OR MARRING THE ITEMS TO BE RELOCATED. IF THE CONTRACTOR IS UNABLE TO RELOCATE ANY ITEM AS PRESCRIBED HEREIN HESHE SHALL NOTIFY ARCHITECT/ENGINEER AND OWNER IN WRITING. WITH OWNER AND OR ARCHITECTS/ENGINEERS APPROVAL, CONTRACTOR SHALL SUBSTITUTE NEW MATERIAL TO MATCH EXISTING IN LIEU OF RELOCATING SAME. CONTRACTOR MAY ALSO ELECT TO USE NEW MATERIAL TO MATCH EXISTING IN LIEU OF RELOCATION OF EXISTING FOR HIS/HER OWN CONVENIENCE. 13. IN PERFORMING WORK PRESCRIBED HEREIN AND THE STRUCTURAL AND MEP DRAWINGS OF THIS WORK, IT WILL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR ALL ALL EXISTING CONSTRUCTION DISTURBED, RELOCATED, DAMAGED OR ALTERED AND ALL NEW CONSTRUCTION INSTALLED, AS REQUIRED TO HIDE ALL EVIDENCE OF WORK AND TO REFINISH THIS CONSTRUCTION TO MATCH EXISTING FINISH AND APPEARANCE. 14. ALL REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED IN WRITING AND WILL BE CONSIDERED ONLY IF BETTER SERVICE FACILITIES, A MORE ADVANTAGEOUS DELIVERY DATE OR A LOWER PRICE WITH CREDIT TO THE TENANT WILL BE PROVIDED WITHOUT SACRIFICING QUALITY, APPEARANCE, AND FUNCTION. UNDER NO CIRCUMSTANCES WILL THE ARCHITECT/ENGINEER BE REQUIRED TO PROVE THAT A PRODUCT PROPOSED FOR SUBSTITUTION IS OR IS NOT OF EQUAL QUALITY TO THE PRODUCT SPECIFIED. 15. ALL WORK NOTED N.I.C." OR "NOT IN CONTRACT" IS TO BE ACCOMPLISHED BY A CONTRACTOR OTHER THAN THE GENERAL CONTRACTOR AND IS NOT TO BE A PART OF THE CONSTRUCTION AGREEMENT. THE GENERAL CONTRACTOR SHALL COORDINATE WITH "OTHER" CONTRACTORS AS REQUIRED. 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL AND PROPER DISPOSAL OF ALL DEBRIS FROM THE WORK AREA DURING PROGRESS OF THE JOB. 17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION AND COSTS ASSOCIATED WITH ALL UTILITY REMOVAL AND INSTALLATION WITH APPROPRIATE UTILITY AS REQUIRED. 18. UPON COMPLETION OF THE WORK, CONTRACTOR SHALL REMOVE ALL DEBRIS, SURPLUS MATERIALS, AND EQUIPMENT AND THOROUGHLY CLEAN ALL SURFACES SO THAT THE PREMISES ARE READY FOR IMMEDIATE OCCUPANCY. 19. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO PREVENT THE SPREAD OF DUST, DIRT, AND DEBRIS TO AREAS OUTSIDE THE WORK AREA INCLUDING FINISHED AREAS WITHIN THE BUILDING. 20. ALL PLUMBING, HEATING, VENTILATION, AND ELECTRICAL EQUIPMENT, FIXTURES, WIRING, PIPING, APPLIANCES, ETC., AND ALL ASSOCIATED APPURTENANCES SCHEDULED TO BE REMOVED SHALL BE DEMOLISHED AND REMOVED BY THE GENERAL CONTRACTOR WITH ALL DISCONNECTIONS OF SAME BY THE RESPECTIVE SUB -CONTRACTOR OF PLUMBING, H.V.A.C., AND ELECTRICAL. SURFACE APPURTENANCES ARE TO BE REMOVED, CARED FOR AND REINSTALLED BY CONTRACTOR. ALSO, CONTRACTOR IS TO MARK AND PROTECT EXISTING PIPING, WIRING, ETC., AND IS SOLELY RESPONSIBLE FOR DAMAGE CAUSED TO SAME. THIS NOTE APPLIES ONLY TO EXISTING ITEMS SCHEDULED TO BE REMOVED. 21. OPENINGS AND PENETRATIONS IN FLOOR CEILING OR ROOF ASSEMBLIES SHALL BE PROTECTED WITH THROUGH -PENETRATION FIRESTOPS AS REQUIRED BY 2018 IRC. 22. PROVIDE NEAT CUT WHERE UTILITIES PENETRATE RATED WALL AND FLOOR ASSEMBLIES -SEAL WITH NON-COMBUSTIBLE CODE APPROVED MATERIAL IMPERVIOUS TO THE PASSAGE OF SMOKE. 23. TO MAINTAIN WALL FIRE RATING, GYPSUM WALLBOARD SHALL BE CONTINUOUS TO THE FLOOR SHEATHING (INCLUDING AREAS WHERE BATHTUBS, LAVATORIES, AND KITCHEN WALL AND BASE CABINETS MAY OCCUR). 24. PENETRATING ITEMS PASSING ENTIRELY THROUGH BOTH PROTECTIVE MEMBRANES OF BEARING WALLS AND WALLS REQUIRING PROTECTED OPENINGS SHALL BE PROTECTED WITH THROUGH -PENETRATION AS REQUIRED BY 2015 IRC. 25. CONTRACTOR SHALL INSTALL FIREBLOCKS AND DRAFTSTOPS AT ALL LOCATIONS REQUIRED AS SPECIFIED IN 2015 IRC. 26. WHEN A CEILING FORMS THE PROTECTIVE MEMBRANE FOR AFIRE -RESISTIVE FLOOR -CEILING OR ROOF -CEILING ASSEMBLY, THE CONTRACTOR SHALL REFER TO IRC FOR INFORMATION AND REQUIREMENTS FOR INSTALLING FIXTURES OR PENETRATIONS IN THESE ASSEMBLIES. 27. THESE GENERAL NOTES AND DRAWINGS APPLY ONLY TO THAT PORTION OF THE BUILDING PROJECT IN WHICH WORK DESCRIBED IN THESE DOCUMENTS IS SCHEDULED TO BE PERFORMED. THE ARCHITECT/ENGINEER SHALL ASSUME OR ACCEPT NO LIABILITY FOR WORK IN AREAS WHERE NO WORK IS SCHEDULED TO BE PERFORMED. 28. ALL ELECTRICAL, MECHANICAL, AND PLUMBING WORK SHALL BE BIDDER DESIGNED AND PERMITTED. SYMBOLS x ELEVATION INDICATOR � DATUM ELEVATION XXX XXX SECTION INDICATOR O DOOR TAG i � x XXX DETAIL/ENLARGED PLAN INDICATOR O WINDOW TAG } ti���-. ti-. .r SITE !■� k �d r ^���� .a � � � � �� � �* �• �1�' � � � �� � ■ � ABBREVIATIONS ABV -ABOVE EQ -EQUAL LAV -LAVATORY RD -ROOF DRAIN ACOUS -ACOUSTICAL EXP -EXPANSION, EXPOSED LB -POUND REC -RECOMMENDED ACT - ACCOUSTICAL CEILING TILE EXT -EXTERIOR LG -LARGE REF -REFERENCE, REFER ACP - ACCOUSTICAL CEILING PAN. FA -FIRE ALARM LOC -LOCATION REINF -REINFORCED ADJ -ADJACENT, ADJUSTIBLE FD -FLOOR DRAIN PL -LIGHT POLE REQ, REQ'D -REQUIRED AFF -ABOVE FINSH FLOOR FDC -FIRE DEPARTMENT CONNECTION MACH -MACHINE RM -ROOM ALT -ALTERNATE FE -FIRE EXTINGUISHER MATL -MATERIAL RO -ROUGH OPENING ALUM -ALUMINUM FEC -FIRE EXTINGUISHER CABINET MAX -MAXIMUM RUB -RUBBER ANOD -ANODIZED FFE -FINISH FLOOR ELEVATION MDF -MEDIUM DENSITY FIBERBOARD SBC - SEATTLE BUILDING CODE ARCH -ARCHITECTURAL FH -FIRE HYDRANT MDO -MEDIUM DENSITY OVERLAY SC -SOLID CORE ASPH -ASPHALT FIN -FINISH MECH -MECHANICAL SCHED -SCHEDULE, SCHEDULED BLDG -BUILDING FLASH -FLASHING MED -MEDIUM SDMH -STORM DRAIN MANHOLE BLKG -BLOCKING FND -FOUNDATION MET -METAL SECT -SECTION BLW -BELOW FLR -FLOOR MFR -MANUFACTURER SF -SQUARE FEET BM -BEAM FO -FACE OF MIN -MINIMUM SG - SAFTEY GLASS BO -BOTTOM OF FOS -FACE OF STUD MIR -MIRROR SHT -SHEET BOT -BOTTOM FOW -FACE OF WALL MISC -MISCELLANEOUS SIM -SIMILAR BRG -BEARING FR -FIRE RESISTIVE, FIRE RATED MO -MASONRY OPENING SL -STREET LIGHT CAB -CABINET FT -FOOT, FEET MTD -MOUNTED SM -SMALL CB -CATCH BASIN FT -FIRE TREATED MTL -METAL SPEC -SPECIFICATION CIP -CAST IN PLACE FTG -FOOTING NA -NOT APPLICABLE SQ -SQUARE CJ -CONTROL JOINT FURR -FURRING NIC -NOT IN CONTRACT SS -SANITARY SEWER CL -CENTERLINE GA -GAGE NO -NUMBER S.S. -STAINLESS STEEL CLG -CEILING GALV -GALVANIZED NOM -NOMINAL STD -STANDARD CLR -CLEAR GC -GENERAL CONTRACTOR NTS -NOT TO SCALE STL -STEEL CMU -CONCRETE MASONRY UNIT GLS -GLASS 0/ -OVER STRL/STRUC -STRUCTURAL COL -COLUMN GRD -GRADE, GROUND O.C. - ON CENTER STM - SYMETRICAL CONC -CONCRETE GV -GAS VALVE OD -OUTSIDE DIAMETER SV -SHEET VINYL CONTT -CONSTRUCTION GWB -GYPSUM WALL BOARD ODR -OVERFLOW DRAIN TBD - TO BE DETERMINED CONT -CONTINUOUS GYP -GYPSUM OH -OPPOSITE HAND TEL -TELEPHONE CPT -CARPET HB -HOSE BIB OPN'G -OPENING TG -TEMPERED GLASS CT -CERAMIC TILE HC -HANDICAP OPP -OPPOSITE TO -TOP OF CTR -CENTER HD -HOT DIPPED PERP -PERPENDICULAR TS -TUBE STEEL DET, DTL -DETAIL HDWR -HARDWARE PL -PLATE TSP -TELEPHONE SERVICE POLE DF - DRINKINH FOUNTAIN HGT -HEIGHT PLAM -PLASTIC LAMINATE TYP -TYPICAL DIA -DIAMETER HM -HOLLOW METAL PLT -PLATFORM UL - UNDERWRITTER'S LAB. DIM -DIMENSION HORIZ -HORIZONTAL PTD -PAINTED UON -UNLESS OTHERWISE NOTED DN -DOWN HPC -HIGH PERFORMANCE COATING PNT -PAINT VIN -VINYL DS -DOWNSPOUT HR -HOUR PP -POWER POLE VB -VINYL BASE DW -DISHWASHER ID -INSIDE DIAMETER PSF -POUNDS PER SQUARE FOOT VCT -VINYL COMPOSITION TILE DWG -DRAWING INSUL -INSULATION PSI -POUNDS PER SQUARE INCH VERT -VERTICAL (E) EXIST -EXISTING INST -INSTALL, INSTALLER P.T. -POST TENSIONED VIF -VERIFY IN FIELD EA -EACH INT -INTERIOR PT -PRESSURE TREATED W/ -WITH EF -EXHAUST FAN JAN -JANITOR PV -PLUMBING VENT WD -WOOD EJ, EXP JT -EXPANSION JOINT JT -JOINT PWD/PLYWD -PLYWOOD WIN, WDW -WINDOW ELEC - ELECTRIC(AL) LAM -LAMINATED RAD -RADIUS WNST - WAINSCOTT ELEV -ELEVATION OR ELEVATOR RB -RUBBER BASE WP -WATERPROOF RCP -REFLECTED CEILING PLAN WR -WEATHER RESISTANCE WT -WEIGHT SADOWSKI RESIDENCE DECK RECONSTRUCTION PROJECT TEAM OWNER/CLIENT GENERAL CONTRACTOR ENGINEER Gina and Greg Sadowski Name Franklin Pacific Structural LLC 17001 68th Avenue West Street 509 17th Place Edmonds, WA 98026 City, State Mukilteo, WA 98275 Ph: Ph: Cell: 206.734-6971 Fx: Phone: 206-352-3860 Fax:206-621-7484 e-mail: justinfranklin@franklinpacific.net PROJECT LOCATION LEGAL DESCRIPTION PROJECT INFORMATION z W � U � z U �n� v ! W � ^ �,J J � z � - O W � � U wN � � O I _ V, � Z °o rn Q � O � � � � 0 U �z � p ~ � �W VJ 17001 68TH AVENUE WEST ;The following documentation shall be available on EDMONDS, WA 98026 :site for the building inspector: ; TAX I.D. N0: 00419800000100 ; x❑ COE APPROVED ARCHITECTURAL PLAN SET - ❑ COE APPROVED STRUCTURAL PLAN SET PROPERTY DESCRIPTION � X❑ COE REVIEWED CALCULATION PACKET DOUBLE DD RANCH NO 2 BLK 000 D-00 -LOT 1� ❑ENERGY CREDIT WORKSHEET ❑SITE PLAN ; ALL WORK SUBJECT � ❑CIVIL PLAN COME R S H E ET APPROVED ;❑ TO FIELD PLANS MUST BE ! INSPECTION FOR ; ❑ ! CODE COMPLIANCE ON JOB SITE ! ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■ DESCRIPTION OF WORK Demolition of existing elevated deck and construction of new elevated deck of same size City Of Edmonds APPLICABLE CODES 2018 International Residential Code Building Department Work DECK SITE AREA 11,285 Sq. Ft. Address 17001 68TH AVE W ZONING RS-8 Owner SADOWSKI RELATED PROJECTS & DCD�AITC r�CnlCDnl ARCHITECTURAL G1.01 COVER SHEET A1.01 SITE PLAN None Approved Date 7/31/2023 Building Official � l7 v¢;�z�c ------------ ---------------- Permit Number BLD2023-0917 APPROVED BY PLANNING ��� � ��� Jul 25 2023 SHEET INDEX STRUCTURAL REVISIONS DATE - PAGES REV1 REV2 REV3 REV4 REV5 S0.01 STRUCTURAL NOTES S0.02 STRUCTURAL NOTES S0.03 STRUCTURAL NOTES S1.01 FOUNDATION AND FRAMING PLANS AND DETAILS CHANGES RECEIVED Jul 24 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PRELIMINARY PERMIT 06-03-23 BIDDING SET CONSTRUCTION REVISION 1 REVISION 2 REVISION 3 REVISION 4 COPYRIGHT ©2023 FRANKLIN PACIFIC STRUCTURAL LLC THESE DOCUMENTS, THE IDEAS AND DESIGNS INCOPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF FRANKLIN PACIFIC STRUCTURAL LLC AND ARE NOT TO BE USED IN WHOL OR IN PART WITHOUT WRITTEN AUTHORIZATION OF FRANKLIN PACIFIC STRUCTURAL LLC. DESIGN JF DRAWN AZ CHECK JF G1,01 x WALL SECTION INDICATOR xxx ROOM NUMBER PLOT DATE I Jun. 3, 23 GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) CRITERIA: 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. 2. DESIGN LOADING CRITERIA: OCCUPANCY CATEGORY IBC TABLE 1604.5 ....................... R3 ROOF SNOW LOAD ............................................ 25 PSF GROUND SNOW LOAD(Pg)...................................... 25 PSF FLAT ROOF SNOW LOAD (Pf)..................................... N.A. SNOW EXPOSURE FACTOR(Ce)...................................0.9 THERMAL FACTOR (Ct).......................................... 1.1 SNOW IMPORTANCE FACTOR (Is)..................................1.0 FLOOR LIVE LOAD (RESIDENTIAL).................................40 PSF FLOOR LIVE LOAD (PRIVATE BALCONIES AND DECKS) .............. 60 PSF PARTITION LIVE LOADING ...................................... 15 PSF (10 PSF SEISMIC) CANOPIES .................................................. SAME AS ROOF SNOW LOAD GUARDRAILS/BALCONY RAILS .................................. 50 PLF OR 200 LB CONCENTRATED LOAD MECHANICAL UNITS ...........................................WEIGHTS FURNISHED BY MANUFACTURER EARTHQUAKE ............................................... SEISMIC DESIGN CATEGORY D SEISMIC IMPORTANCE FACTOR (le)........... 1.0 SEISMIC RISK CATEGORY .................... II SS=1.372, S1=0.481, SDS = 1.098, SD1 =null RESPONSE MODIFICATION FACTOR (R) LIGHT FRAMED WOOD WALLS WITH STRUCTURAL PANELS .................................. 6.5 SEISMIC RESPONSE COEFFICIENT (Cs) ... 0.170 DESIGN STORY DRIFT = 0.02 * H WIND ..................................................... 110 MPH, EXPOSURE "C" IW =1.0, KZT =1.0 WIND (CLADDING/ENCLOSURE ELEMENT DESIGN PRESSURES) ....18 PSF MAX. AT WALLS, 23 PSF GROSS UPLIFT AT ROOF WIND PRESSURES BASED ON LESS THAN 10 SQUARE FOOT TRIBUTARY AREAS NEAR WALL CORNERS OR ROOF EDGES (EXCLUDING CENTER ZONES AT ROOF). REDUCED DESIGN PRESSURES MAY BE CALCULATED IN ACCORDANCE WITH ASCE 7-10 CHAPTER 30. 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC.) AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. 4. CONTRACT DRAWINGS /DIMENSIONS ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN THE ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL, OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK 5. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTIONS SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE EXISTING CONDITIONS SHOWN ON THE DRAWINGS ARE BASED EITHER ON SITE OBSERVATION, ORIGINAL DRAWINGS OR WERE ASSUMED BASES ON EXPECTED CONDITIONS. IF THE EXISTING CONDITIONS DO NOT CLOSELY MATCH THE CONDITIONS SHOWN ON THE DRAWINGS, OR IF THE EXISTING MATERIALS ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY THE ENGINEER PRIOR TO COMMENCING ANY WORK. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 8. 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. 9. 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. 10. ALL STRUCTURAL SYSTEMS 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. 11. SHOP DRAWINGS FOR REINFORCING STEEL FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), STRUCTURAL STEEL, METAL DECKING, COLD FORMED METAL FRAMING, AND ENGINEERED WOOD I -JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT IN ACCORDANCE WITH BUILDING DEPARTMENT REQUIREMENTS AT THE TIME OF CONSTRUCTION. 12. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. 13. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 14. DEFERRED SUBMITTALS SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE COMPONENT DESIGNER SHALL BE A REGISTERED ENGINEER IF REQUIRED BY THE BUILDING OFFICIAL OF THE LOCAL JURISDICTION. BUILDING COMPONENT SUBMITTALS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. THE FOLLOWING BUILDING COMPONENTS SHALL BE DEFERRED SUBMITTALS FOR THIS PROJECT: MANUFACTURED GUARDRAIL STATEMENT OF SPECIAL INSPECTIONS (STRUCTURAL): 15. STATEMENT OF SPECIAL INSPECTIONS -STRUCTURAL ITEMS (SEISMIC DESIGN CATEGORY Dl: DEFINITIONS: THE SEISMIC FORCE RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS PRIMARILY OF LIGHT FRAMED WOOD SHEAR PANELS, FLOOR/ROOF DIAPHRAGMS, AND STRUT MEMBERS AS SPECIFIED ON THE DRAWINGS. SEE THE LEGEND OF PLAN SHEETS FOR ADDITIONAL INFORMATION DEFINING MEMBER LOCATIONS. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY THE OWNER APPOINTED INSPECTION AGENCY IN ACCORDANCE WITH CHAPTER 17 OF THE IBC WITH REPORTS PER IBC SECTION 1704 .2.4 SUBMITTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING IS PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION FREQUENCY IBC REFERENCE STRUCTURAL STEEL FABRICATION AND ERECTION SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE (QA) INSPECTION REQUIREMENTS OF AISC 360-10. CONTINUOUS INSPECTION SHALL BE PERFORMED AT "P" TASKS DEFINED IN AISC 360-10; PERIODIC INSPECTION SHALL BE PERFORMED AT "0" TASKS DEFINED IN AISC 360-10. SHOP AND FIELD WELDING CONTINUOUS /PERIODIC 1705.2.1 (QA PER AISC 360 CH. N5.4) HIGH -STRENGTH BOLTING CONTINUOUS /PERIODIC (QA AISC 360 CH. N5.6) 1705.2.1 MATERIAL VERIFICATION PERIODIC 1705.2.1 (IDENTIFICATION MARKS AND MANUFACTURE'S TEST REPORTS) STRUCTURAL STEEL SEISMIC SYSTEM CONTINUOUS /PERIODIC (QA PER AISC 341 CH. J) 1705.11.1 & 1705.12.2 (INSPECTION AND TESTING) CONCRETE (SEE GENERAL STRUCTURAL NOTE 22 FOR ADDITIONAL REQUIREMENTS) ** REINFORCING PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS ANCHOR BOLT PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS CONCRETE PLACEMENT *** CONTINUOUS CURING &FORMWORK PERIODIC PROCEDURES MASONRY (SEE GENERAL STRUCTURAL NOTE 31 FOR ADDITIONAL REQUIREMENTS LEVEL B SPECIAL INSPECTION PERIODIC (CONTINUOUS FOR GROUTING) WOOD FASTENERS, BOLTS, STRAPS, (SEE HOEDOWNS, ETC. EXPANSION BOLTS &INSERTS EPDXY GROUTED RODS OR REBAR SOIL COMPACTION PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR WALLS, STRUTS, & HOEDOWNS PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE WITH APPROVED ICC-ES REPORTS PERIODIC INCLUDING INSPECTION OF EMBEDMENT DEPTH AND HOLE CLEANLINESS PRIOR TO ALL INSTALLATIONS CONTINUOUS TABLE 1705.3 ITEM 1 TABLE 1705.3 ITEM 3 TABLE 1705.3 ITEM 5, 6 & 7 TABLE 1705.3 ITEM 8, 11 & 12 TABLE 1.19.2 TMS 402 / ACI 530/ASCE 5-11 1705.10.1 & 1705.11.2**** 17.05.5.1 FOR ADDL. REQUIREMENTS AT HIGH LOAD DIAPHRAGMS) TABLE 1705.3 ITEM 4 TABLE 1705.3 ITEM 4 ACI 318-11 SECTION D9.2 1705.E STRUCTURAL STEEL INSPECTIONS MAY BE WAIVED IF APPROVED BY THE OWNER AND BUILDING OFFICIAL FOR WORK PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1704.2.5.2. ** EXCEPTIONS 1 THRU 5 PER CBC SECTION 1705.3 SHALL NOT APPLY TO CONCRETE WORK ON THIS PROJECT. *** FREQUENCY OF CONCRETE LABORATORY TESTING SHALL BE IN ACCORDANCE WITH ACI 318-11 SECTION 5.6.2 UNLESS OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS. **** THE EXCEPTION FOR SHEATHING FASTENED AT A SPACING GREATER THAN 4"oc SHALL NOT APPLY TO WOOD ON THIS PROJECT ARCH, MECH, & ELEC ITEMS EXTERIOR WALLS, VENEER &CLADDING SUSPENDED CEILINGS PARTITION WALLS GLAZING SYSTEMS LIFE SAFETY COMPONENTS INCLUDING FIRE PUMPS, EMERGENCY GENERATORS, COMPONENTS WITH HAZARDOUS, COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip = 1.5 PER ASCE 7-05 SECTION 13.1.3) INSTALLATION AND ANCHORAGE OF SPRINKLER SYSTEMS, FIRE PUMPS, EMERGENCY GENERATORS, SMOKE EVACUATION FANS, AND COMPONENTS WITH HAZARDOUS, COMBUSTIBLE OR HIGHLY TOXIC CONTENTS (Ip = 1.5 PER ASCE 7-05 SECION 13.1.3 ALL OTHER MECHANICAL AND ELECTRICAL COMPONENTS STATEMENT OF SPECIAL INSPECTIONS: SEISMIC DESIGN REQUIREMENTS (ASCE 7-10 CHAPTER 13) ASCE 7-10 SECTION 13.5.3 ASCE 7-10 SECTION 13.5.E ASCE 7-10 SECTION 13.5.8 ASCE 7-10 SECTION 13.5.9 ASCE 7-10 SECTION 13.E AND IBC 1708.4 ASCE 7-10 SECTION 13.E AND IBC 1708.4 ASCE 7-10 SECTION 13.E PERIODIC SPECIAL INSPECTION AS SPECIFIED PER IBC CHAPTER 17 REQUIRED FOR WALL FRAMING, FOR FASTENING OF VENEER OR CLADDING EXCEEDING 5 PSF (IBC 1707.6) INSPECTIONS PER IBC SECTION 108 AND ASCE 7 13.5.6.2.2 AS REQUIRED REQUIRED DURING ERECTION AND FASTENING FOR WALLS > 15 PSF (IBC 1707.6) NOT REQUIRED REQUIRED FOR VERIFICATION OF CERTIFICATE OF COMPLIANCE LABEL ON COMPONENT (IBC 1707.8) REQUIRED (IBC 1707.7 & 1707.8) NOT REQUIRED SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND AS NOTED HEREIN STRUCTURAL VERIFICATION AND INSPECTION CONT. PERIODIC COMMENTS REFERENCES SYSTEM SOILS VERIFY MATERIAL BELOW SHALLOW FOUNDATIONS CBC 1705.E ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING )( CAPACITY VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND X COMPACTION OF COMPACTED FILL PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN X PREPARED PROPERLY STEEL MATERIAL VERIFICATION OF HIGH -STRENGTH BOLTS, AISC 360 CONSTRUCTION NUTS AND WASHERS X CHAPTER N5 HIGHT-STRENGTH BOLTING AISC 360 A. SNUG -TIGHT JOINTS X CHAPTER N5 B. PRETENSIONED AND SLIP -CRITICAL JOINTS USING X AISC 341 TURN -OF -NUT WITH MATCHMARKING, TWIST OFF CHAPTER J7 BOLTS OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION MATERIAL VERIFICATION OF STRUCTURAL STEEL MANUFACTURER TO AISC 360 A. FOR STRUCTURAL STEEL, IDENTIFICATION X PROVIDE CERTIFIED MILL CHAPTER N5 MARKINGS TO CONFORM TO AISC 360 TEST REPORTS AISC 341 B. MANUFACTURER'S CERTIFIED MILL TEST REPORTS X CHAPTER J6 MATERIAL VERIFICATION OF WELD FILLER MATERIALS MANUFACTURER TO AISC 360 A. IDENTIFICATION MARKINGS TO CONFORM TO AWS X PROVIDE CERTIFICATE OF CHAPTER N5 SPECIFICATIONS LISTED IN GENERAL NOTES COMPLIANCE B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X INSPECTION OF WELDING SPECIAL INSPECTIONS IN AISC 360 A. COMPLETE AND PARTIAL JOINT PENETRATION X THIS SECTION ARE CHAPTER N5 GROOVE WELDS WAIVED WHERE AISC 341 B. MULTI -PASS FILLET WELDS X FABRICATION IS CHAPTER J6 C. SINGLE -PASS FILLET WELDS > 5/16" X PERFORMED ON THE AWS D1.1 D. PLUG AND SLOT WELDS X PREMISES OF A E. SINGLE -PASS FILLET WELDS <_ 5/16" X FABRICATOR REGISTERED F. FIELD -INSTALLED WELDED STUDS X AND APPROVED IN G. WELDING OF STAIRS AND RAILING SYSTEMS X ACCORDANCE WITH IBC SECTION 1704.2 INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION X DOCUMENTS STEEL MATERIAL VERIFICATION OF COLD -FORMED STEEL APPLICABLE CONSTRUCTION DECK: ASTM MATERIAL OTHER THAN A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM X STANDARDS STRUCTURAL STANDARDS SPECIFIED IN THE APPROVED STEEL CONSTRUCTION DOCUMENTS B. MANUFACTURER'S CERTIFIED TEST REPORTS X INSPECTION OF WELDING: AWS D1.3 A. COLD -FORM STEEL DECK WELDS X AWS D1.4 B. REINFORCING STEEL: ACI 318 1. VERIFICATION OF WELDABILITY OF REINFORCING X SECTION 3.5.2 STEEL OTHER THAN ASTM A 706 2 REINFORCING STEEL IN MOMENT FRAMES AND X BOUNDARY ELEMENTS 3. SHEAR REINFORCEMENT X 4. OTHER REINFORCING STEEL X FPS PROJ. No. 12023-4 w U Z W C� W Y C1� Q (/� z O U cn z O U W U w 0 1 W W N � o Z °O W � Q 2 � � � o o � o � '� w STRUCTURAL NOTES RECEIVED Jul 24 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 'j0�p S jI� wl ���w ��. �� �S ISTE��'�� �� SIGNAL E1S o�o� PRELIMINARY PERMIT 06-03-23 BIDDING SET CONSTRUCTION REVISION � REVISION 2 REVISION 3 REVISION 4 COPYRIGHT ©2023 FRANKLIN PACIFIC STRUCTURAL LLC THESE DOCUMENTS, THE IDEAS AND DESIGNS INCOPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF FRANKLIN PACIFIC STRUCTURAL LLC AND ARE NOT TO BE USED IN WHOL OR IN PART WITHOUT WRITTEN AUTHORIZATION OF FRANKLIN PACIFIC STRUCTURAL LLC. DESIGN JF DRAWN AZ CHECK JF 1 PLOT DATE Jun. 3, 23 STRUCTURAL SYSTEM VERIFICATION AND INSPECTION CONT. PERIODIC COMMENTS REFERENCES CONCRETE REINFORCING STEEL AND PLACEMENT SPECIAL INSPECTIONS NOT REQUIRED FOR THE ACI 318: 3.5, 7.1-7.7 X FOLLOWING CONDITIONS: IBC 1910.4 NON-STRUCTURAL SLAB ON GRADE ANCHORS CAST IN CONCRETE -PRIOR TO AND ACI 318: 8.1.3, 21.2.8 DURING PLACEMENT OF CONCRETE CONCRETE FOUNDATION WALLS WITH F'c <_2500 IBC 1908.5, 1909.1, 1705.2.1, X PSI AISC 360 SECTION N7 ISOLATED SPREAD FOOTINGS FOR BUILDINGS VERIFY USE OF REQUIRED DESIGN MIX ACI 318, CH4, 5.2-5.4 THREE -STORIES AND LESS ABOVE GRADE X PLANE IBC 1904.2, 1910.2, 1910.3 CONTINUOUS FOOTINGS SUPPORTING WALLS SAMPLING OF FRESH CONCRETE, SLUMP TEST, ASTM C172, C31 AIR CONTENT, TEMPERATURE OF CONCRETE AT OF THREE -STORIES AND LESS ABOVE GRADE ACI 318: 5.6, 5.8 TIME OF MAKING SPECIMENS X PLANE WHERE WALLS ARE LIGHT -FRAME IBC 1910.10 CONSTRUCTION AND STRUCTURAL DESIGN IS BASED ON F'c <_ 2500 PSI CONCRETE AND SHOTCRETE PLACEMENT FOR ACI 318: 5.9, 5.10 PROPER APPLICATION IBC 1910.6, 1910.7, 1910.8 X MAINTENANCE OF SPECIFIED CURING ACI 318: 5.11-5.13 TEMPERATURE AND TECHNIQUES IBC 1910.9 x ANCHORS POST -INSTALLED IN HARDENED PERIODIC INSPECTION TO INCLUDE A QUANTITY AISC 318: 1.3.2C, 3.8.6, 3.8.7, CONCRETE (EXPANSION ANCHORS AND ADHESIVE OF 10% WITH A MINIMUM OF (5) ANCHORS 8.1.3, 21.1.8, D.9.2 ANCHORS INSTALLED DOWNWARD) INSPECTED PER INSTALLER ON A DAILY BASIS IBC 1705.3, 1908.5, 1909.1 X MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS ANCHORS POST -INSTALLED IN HARDENED ACI 318: 1.3.2C, 3.8.7, 8.1.3, CONCRETE (ADHESIVE ANCHORS INSTALLED 21.1.8, D.9.2.4 HORIZONTAL OR UPWARDLY INCLINED) IBC 1705.3, 1908.5, 1909.1 X MFR EVAL REPORT MFR PUBLISHED INSTALLATION INSTRUCTIONS ERECTION OF PRECAST CONCRETE X ACI 318: CH 16 VERIFICATION OF IN -SITU CONCRETE STRENGTH ACI 318:6.2 PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS >( INSPECT FORMWORK FOR SHAPE, LOCATION AND ACI 318.6.1.1 DIMENSIONS OF THE CONCRETE MEMBER BEING X FORMED MATERIAL VERIFICATION OF REINFORCEMENT MANUFACTURER SHALL PROVIDE MILL TEST IBC 1705.12.1 STEEL FOR ASTM A615 REINFORCING X REPORTS COLD- SCREW ATTACHMENT, WELDING, BOLTING, IBC 1705.10.2, 1705.11.3 FORMED ANCHORING AND FASTENING OF DRAG STRUTS, AWS D1.3 STEEL BRACES AND HOLD-DOWNS THAT ARE PART OF FRAMING SEISMIC RESISTING SYSTEM X EXTERIOR WALLS X IBC 1705.10.3, 1705.11.5 FIRE- SPRAYED FIRE-RESISTANT MATERIALS IBC 1705.13 RESISTANT X MATERIALS MASTIC AND INTUMESCENT COATINGS IBC 1705.14 x EMERGENCY ANCHORAGE OF EQUIPMENT TO STRUCTURE IBC 1705.11.E OR STANDBY POWER X SYSTEMS TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTE TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL ENGINEER. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.5. STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOWS: • PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES. • REVIEW OF TESTING AND INSPECTION REPORTS. • REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION. GEOTECHNICAL: 16. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, OVER EXCAVATION, COMPACTION, FILLING, MOISTURE CONDITIONING, AND GEOTEXTILE FABRIC REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOIL REPORT OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. FOOTING SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY: THE ACTUAL ELEVATIONS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND GEOTECHNICAL ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE GEOTECHNICAL REPORT. ALLOWABLE SOIL PRESSURE .................................................. 2000 PSF ALLOWABLE SOIL FRICTION .................................................... 0.30 SOIL PROFILE TYPE ........................................................SITE CLASS 4 GEOTECHNICAL REPORT REFERENCE: NONE ANCHORAGE: CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL FPS PROD. No. 2023-4 BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL 17. EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING: "KWIK BOLT TZ" AS MANUFACTURED BY TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, HILTI, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1917 AND MANUFACTURER'S CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL z INSTRUCTIONS; OR "STRONG -BOLT" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. AND INSTALLED AS THE WATER -CEMENT RATIO, SLUMP ,CONCRETE YIELD AND SUBSTANTIATING STRENGTH O IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1371 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTED DATA IN ACCORDANCE WITH ACI 318-08, CHAPTER 5. THE USE OF A PERFORMANCE MIX REQUIRED W PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT BATCH PLANT SPECIAL INSPECTION DURING MIXING OF CONCRETE, THE COST OF WHICH SHALL U OR GREATER LOAD CAPACITIES. IN ADDITION SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC193. gE PAID BY THE GENERAL CONTRACTOR, UNLESS THE PROPOSED MIX HAS BEEN GRANTED SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE CONTINUOUS APPROVAL BY THE BUILDING DEPARTMENT. REVIEW OF MIX SUBMITTALS BY THE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ��-/� UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO v J CONCRETE: 23. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, F = 60,000 PSI. GRADE 60 � � � z �, 1/2"� EXPANSION BOLTS ....................................... 3-7/8" REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A706. W 5/8"� EXPANSION BOLTS ....................................... 5-1/8" REINFORCEMENT COMPLYING WITH ASTM A615(S1) MAY BE WELDED ONLY IF MATERIAL O 3/4"� EXPANSION BOLTS ....................................... 5-3/4" PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN � U W N A.W.S. DI. 4-98 ARE SUBMITTED. �� /^� z 18. EXPANSION BOLTS INTO GROUTED MASONRY SHALL BE "KWIK BOLT 3", AS MANUFACTURED BY HILTI V J � W CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1385 AND MANUFACTURER'S � � Q INSTRUCTIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR LONGITUDINAL REINFORCEMENT IN ALL COLUMNS, PILES, AND IN WALL BOUNDARY MEMBERS SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD SHALL COMPLY WITH ASTM A706. ASTM A615 GRADE 60 REINFORCEMENT ARE ALLOWED IN THESE O � � � CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC01. SPECIAL INSPECTION MEMBERS IF: (A) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE Q U � z IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI (RETESTS SHALL NOT EXCEED THIS VALUE � W o � FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. A MINIMUM BY MORE THAN AN ADDITIONAL 3,000 PSI), AND (B) THE RATIO OF THE ACTUAL ULTIMATE TENSILE �� /^� � p OF 6" OF SOLID GROUT SHALL BE IN PLACE AND CURED TO A MINIMUM STRENGTH OF 2,000 PSI ON ALL SIDES OF STRESS TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. CERTIFIED MILL TEST V J � � W EXPANSION BOLTS AT MASONRY WALLS PRIOR TO BOLT INSTALLATION. BOLTS IN MASONRY SHALL COMPLY WITH REPORTS FOR EACH SHIPMENT OF REINFORCING SHALL BE SUBMITTED FOR REVIEW. RESTRICTIONS SHOWN IN DETAIL 17/S4.1 AT HEAD JOINTS. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 19. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.145" DIAMETER UNLESS OTHERWISE NOTED), OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 1799. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 7/8" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 20. EPDXY -GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH ONE OF THE FOLLOWING: "SET-XP ADHESIVE" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 2508, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT -RE 500-SD" AS MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. 2322, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC308. PERIODIC SPECIAL INSPECTION OF EPDXY -GROUTED ANCHOR INSTALLATION IS REQUIRED. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST -IN -PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS OR ANCHORS AT CONCRETE: 1/2"� ROD OR #3 BAR ........................................... 4„ 5/8"� ROD OR #4 BAR ........................................... 5„ 3/4"� ROD OR #5 BAR ........................................... 7„ 1 "� ROD OR #6 BAR ............................................. 9„ 1-1 /4"� ROD OR #7 BAR.........................................12" #8 BAR......................................................15„ SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, F = 60,000 PSI. CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT REPORTS OF MATERIAL PROPERTIES FROM THE MANUFACTURERS VERIFYING COMPLIANCE WITH AWS D1.4 FOR WELDABILITY OF CONCRETE REINFORCEMENT TO BE WELDED THAT COMPLIES WITH A STANDARD OTHER THAN ASTM A706, WHERE APPLICABLE. 24. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-99 AND 318-11. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH "REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE" OF 8/S5-01 PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. 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 OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. 25. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACED CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.............................................................................. .3„ FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER)........................................................ ..........2„ (#5 BARS OR SMALLER)............................................................ ....1 '/z„ SLAB -ON -GRADE BOTTOM REINFORCING (WITH VAPOR BARRIER BELOW) ....................1 '/z COLUMN TIES OR SPIRALS AND BEAM STIRRUPS ....................................... . 1'/2" SLABS AND WALLS (INTERIOR FACE) .......GREATER OF (BAR DIAMETER PLUS 1/8") OR ..... 3/4" 21. EPDXY -GROUTED RODS OR REBAR TO MASONRY SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET EPDXY -TIE ADHESIVE" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT 26. FIBROUS REINFORCEMENT: POLYPROPYLENE FIBROUS REINFORCEMENT IN ACCORDANCE WITH ACCORDANCE WITH ICC-ES REPORT NO. 1772, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES THE SPECIFICATIONS SHALL BE USED WHERE NOTED ON THE DRAWINGS OR SPECIFICATIONS. PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT ADD FIBERS TO THE CONCRETE MIX AND FINISH IN STRICT ACCORDANCE WITH THE OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA (AC58 MANUFACTURER'S INSTRUCTIONS. FOR NEW MASONRY APPLICATIONS. SPECIAL INSPECTION OF EPDXY -GROUTED ANCHOR INSTALLATION IS REQUIRED. PROVIDE SCREEN TUBES AT BRICK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQUIRED AT SOLID CMU. HOLES IN HOLLOW CMU SHALL BE CORE DRILLED OR DRILLED WITH ROTO-HAMMER 27. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY CORING OR ROTO-HAMMER DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL UNLESS NOTED OTHERWISE. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CAST -IN -PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL CONCRETE WALLS, SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. SURFACES. 28. BONDING AGENT SHALL BE "CONCRESIVE LIQUID LPL" BY CHEMREX, INC. OR EQUIVALENT, AND UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT REINFORCED SHALL BE USED WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING MASONRY WALLS: CONCRETE OLDER THAN 14 DAYS. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S 1/2"� ROD OR #3 BAR ........................................... 4" INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. 5/8"� ROD OR #4 BAR ........................................... 5" 29. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE 3/4"� ROD OR #5 BAR ........................................... 7" MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (6,000 PSI CONCRETE: MINIMUM). 22. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: 30. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICC-ES APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC.) AND SHALL DEVELOP TYPE OF CONSTRUCTION 28 DAY STRENGTH(F'C) EXPOSURE CLASSES (ACI 318-08 TABLE 4.2.1) 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF ALTERNATE ARS A. CONCRETE EXPOSED TO 4,500 PSI MIN. (F1,SO,PO,C1) SHALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE ICC-ES REPORT OF THE SPLICE USED AND TO ACI 318-08 SECTION 21.1.6. WEATHER B. CONCRETE EXPOSED TO 4,000 PSI MIN. (F0, S0, P0, C1) EARTH (FOUNDATIONS, BASEMENT WALLS, ETC.) C. ALL OTHER CONCRETE 3,000 PSI MIN. * (F0, S0, P0, CO) (UNLESS LISTED BELOW) *WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL NOT EXCEED 0.50 UNLESS OTHERWISE NOTED. **SHRINKAGE CRITERIA: SUBMIT STRENGTH AND SHRINKAGE TEST DATA AND MIX DESIGN TO THE STRUCTURAL ENGINEER FOR REVIEW A MINIMUM OF TWO WEEKS PRIOR TO PLACING ANY CONCRETE. STRUCTURAL NOTES RECEIVED Jul 24 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ��S��w� �� ��,SIo�sTE ���ti��o��� AL � 0 PRELIMINARY PERMIT 06-03-23 BIDDING SET CONSTRUCTION REVISION � REVISION 2 REVISION 3 REVISION 4 COPYRIGHT ©2023 FRANKLIN PACIFIC STRUCTURAL LLC THESE DOCUMENTS, THE IDEAS AND DESIGNS INCOPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF FRANKLIN PACIFIC STRUCTURAL LLC AND ARE NOT TO BE USED IN WHOL OR IN PART WITHOUT WRITTEN AUTHORIZATION OF FRANKLIN PACIFIC STRUCTURAL LLC. DESIGN JF DRAWN AZ CHECK JF 1 PLOT DATE Jun. 3, 23 WOOD: 30. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS JOIST: BEAMS AND STRINGERS (INCLUDING 6X AND LARGERS MEMBERS) POSTS: STUDS, PLATE, LEDGERS & MISC LIGHT FRAMING 31 (2X MEMBERS) (3X AND 4X MEMBERS) (4X MEMBERS) DOUGLAS FIR NO. 2 MINIMUM BASIC DESIGN STRESS, Fb = 900 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 1 34 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI (4X AND LARGER DOUGLAS FIR NO. 1 MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 3 OR STUD GRADE MINIMUM BASIC DESIGN STRESS, Fb = 525 PSI, E = 1400 KSI, Fc = 775 PSI Ft = 325 PSI NOTES: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS &TENSION STRESS CRITERIA GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND A.I.T.0 STANDARDS IN A CERTIFIED PLANT. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. INSPECTION IS REQUIRED PRIOR TO COVERING GLUED LAMINATED MEMBERS. HORIZONTAL MEMBERS AND INCLINED MEMBERS OF LESS THAN 1 : 1 SLOPE SHALL HAVE A RADIUSED CAMBER OF 3,500 FT. UNLESS OTHERWISE NOTED. SIMPLE SPAN BEAMS: DOUGLAS FIR COMBINATION 24F-V4 Fb = 2400 PSI, Fv = 265 PSI, E = 1800 KSI CONTINUOUS OR DOUGLAS FIR COMBINATION 24F-V8 CANTILEVERS BEAMS: Fb = 2400 PSI, Fv = 265 PSI, E = 1800 KSI COLUMNS: DOUGLAS FIR COMBINATION 1-DF-L3 (2 LAMINATIONS) Fc = 1200 PSI, Fbyy = 1000 PSI, Fbxx = 1250 PSI, E = 1500 KSI (2 LAMINATIONS) Fc = 1200 PSI, Fbyy = 1250 PSI, Fbxx = 1250 PSI, E = 1500 KSI (2 LAMINATIONS) Fc = 1550 PSI, Fbyy = 1450 PSI, Fbxx = 1500 PSI, E = 1500 KSI 32. ENGINEERED LUMBER: EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NER OR ICC-ES REPORT NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTURED WITH AN APPROVED ADHESIVE. BEAMS: LAMINATED STRAND LUMBER (LSL) Fb = 2250 PSI, E = 1500 PSI, Fv = 400 PSI (DEPTH >_ 9 2") Fb = 1700 PSI, E = 1300 PSI, Fv = 400 PSI (DEPTH < 9 2") PARALLEL STRAND LUMBER (PSL) Fb = 2900 PSI, E = 2000 PSI, Fv = 290 PSI RIM BOARD: LAMINATED STRAND LUMBER (LSL) Fb = 2250 PSI, E = 1500 PSI, Fv = 400 PSI (WIDTH >_ 7 4") Fb = 1700 PSI, E = 1300 PSI, Fv = 400 PSI (WIDTH < 7 4") POSTS: PARALLEL STRAND LUMBER (PSL) Fb = 2400 PSI, E = 1800 PSI, Fv = 290 PSI, Fc = 2500 PSI DESIGN SHOWN ON THE DRAWINGS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC-ES REPORT NO. ESR-1387. ALTERNATE ENGINEERED LUMBER MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICC-ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTE 33. ENGINEERED WOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH ENGINEERED WOOD I -JOISTS PROVIDED. DESIGN SHOWN ON THE DRAWINGS IS BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC-ES REPORT NO. ESR-1153 AND COMMERCIAL I -JOISTS MANUFACTURED BY REDBUILT LLC IN ACCORDANCE WITH ICC-ES REPORT NO. ESR-2994. ALTERNATE ENGINEERED WOOD I -JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER A CURRENT NER OR ICC-ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADING CRITERIA DEAD LOAD 20 PSF (FLOOR) DEAD LOAD 20 PSF (ROOF) WIND UPLIFT 20 PSF (GROSS) 35 THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL I -JOIST HANGERS SHALL BE 'ITT' OR 'ITS' SERIES, UNLESS OTHERWISE NOTED. ROOF, FLOOR &WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD OR ORIENTED STRAND BOARD (OSB) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOC PS 1-07, PS 2-04, OR APA PRP-108 PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG-01 STRESS CRITERIA ALL PRESSURE -TREATED (P.T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS THAT OCCUR ABOVE GROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (SBX) WITHOUT NaSi02. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE CA-B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (ACQ-C FOR DOUGLAS-FIR, OR ACQ-D FOR HEM -FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. SEE GENERAL STRUCTURAL NOTES 50 AND 53 FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE -TREATED MEMBERS. INSTALL 2 LAYERS OF ASPHALT -IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. C-2009. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 171E MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. A CURRENT ICC-ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON TO JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL TIMBER JOISTS AND MULTIPLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU" SERIES JOIST HANGERS, UNLESS OTHERWISE NOTED. ALL THEIR TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT NaSi02 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (6185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS CAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM B695, CLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED WITH GALVANIZED CONNECTORS 37. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS: a. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 OR CURRENT ICC-ES REPORT NER-272. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2005 NDS SECTION 11.1.3, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2005 NDS SECTION 11.1.2. b. WALL FRAMING: TWO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0'oc PER IBC SECTION 2308.E (EMBED 7"), UNLESS OTHERWISE NOTED. 3" X 3" X 0.229" PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF&PA SDPWS-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH 16D @ 12"oc STAGGERED. c. FLOOR AND ROOF FRAMING: INSTALL DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL 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 16D @ 12"oc STAGGERED. d. ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AS SHOWN ON THE DRAWINGS, INSTALL APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE 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"OC. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. IN ACCORDANCE WITH IBC SECTION 1604.8.3, DECKS SHALL BE POSITIVELY ANCHORED TO THE STRUCTURE BY MEANS OTHER THAN NAILS SUBJECT TO WITHDRAWAL. ANCHOR WITH MINIMUM (1) CS16 STRAP AT EACH END ATTACHED TO DECK JOISTS AND TO A SOLID BLOCKING MEMBER WITHIN THE BUILDING. e. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE AS FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILING 8d 0.131" x 2 1/4" 10d FRAMING NAILING 10d 16d 0.148" x 2 1 /2" 0.148" x 3" 0.148" x 3 1 /4" 38. ALL TIMBER FASTENERS IN CONTACT WITH WOOD TREATED WITH ONE OF THE APPROVED PRESERVATIVE CHEMICALS LISTED IN THE NOTES ABOVE, OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT NaSi02, SHALL BE POST HOT DIP GALVANIZED PER ASTM A153. 39. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TPI-78" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD = 35 PSF TOP CHORD DEAD LOAD = 12 PSF BOTTOM CHORD DEAD LOAD = 8 PSF TOTAL LOAD = 55 PSF WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED ENGINEER IN THE STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. FPS PROJ. No. 12023-4 w U Z W 7� �J U cn z O U w U w C~/� W W Q 0 0 ti to 0 ao rn 0 O STRUCTURAL NOTES RECEIVED Jul 24 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT �� ��,SIo�sTE ���ti��o��� AL � 0 PRELIMINARY PERMIT 06-03-23 BIDDING SET CONSTRUCTION REVISION � REVISION 2 REVISION s REVISION 4 COPYRIGHT ©2023 FRANKLIN PACIFIC STRUCTURAL LLC THESE DOCUMENTS, THE IDEAS AND DESIGNS INCOPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF FRANKLIN PACIFIC STRUCTURAL LLC AND ARE NOT TO BE USED IN WHOL OR IN PART WITHOUT WRITTEN AUTHORIZATION OF FRANKLIN PACIFIC STRUCTURAL LLC. DESIGN JF DRAWN AZ CHECK JF 1 PLOT DATE Jun. 3, 23 4x4 GUARDRAIL POSTS AT 60" O/C MAX SIMPSON DTT2Z-SDS2.5 Z" O THRU BOLT CONNECTION TO SIMPSON BRACKET BEAM PER PLAN INSTALL 2x BLOCKING AT BRACKET LOCATIONS TYPICAL GUARDRAIL ATTACHEMENT AT PARALLEL JOIST SCALE: 1-1/2" = 1'-0" 4x4 GUARDRAIL POSTS AT 60" O/C MAX SIMPSON DTT2Z-SDS2.5 Z" O THRU BOLT CONNECTION TO SIMPSON BRACKET ALIGN JOIST TO CORRESPOND TO GUARDRAIL POST LOCATIONS TYPICAL GUARDRAIL ATTACHEMENT AT PERP. JOIST SCALE: 1-1/2" = 1'-0" (E) WALL FRAMING (E) FLOOR FRAMING PER PLAN (E) 2x10 LEDGER ANCHORED TO RIM JOIST WITH (2) 1/4"x6" LAG SCREWS AT 16" O.C. STAGGERED DECK FRAMING PER PLAN SIMPSON LUS210 HANGERS SIMPSON LTT19 AT 64" O/C AND WITHIN 24" OF EACH EDGE OF DECK (E) WALL FRAMING FOUNDATION PLAN SCALE: 1/4" = 1'-0" CV N FRAMING PLAN SCALE: 1/4" = 1'-0" H2.5 EACH JOIST 2'-1%4" VIF 7'-3%2" VIF I I. �n� . • �o� 8'-4" V I F 9'-5%2" 2x BLOCKING JOIST PER PLAN BEAM PER PLAN PC6Z CAP COLUMN PER PLAN 8'-10%" VIF 11'-0" VIF 37'-4" 14'-3%2" VIF 2x RIM JOIST JOIST PER PLAN 2'-0%4" VIF NOTEs: FPS PROJ. No. 2023-4 DRAWING KEY FOOTING AND STEM WALL � O DENOTES THE NUMBER OF WALL STUDS U � X REQUIRED AT BEARING POINT V COLUMN WALL BELOW �= IN WALL HEADER � � � JOIST SPAN DIRECTION � � O � W • BEAM � � � W CV � FRAMING HANGER w � z O � SOLID BLOCKING W O CENTERED ON COLUMN Q ABOVE TO BEAM OR WALL O � � .. MATCH SIZE OF COLUMN ABOVE Q � � Q z p � � � COLUMN PER PLAN EXISTING COLUMN BASE EXISTING FOOTING AND PEDESTAL =� FOUNDATION AND FRAMING PLANS AND DET�EIVED 4 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PRELIMINARY PERMIT 06-03-23 BIDDING SET CONSTRUCTION REVISION 1 REVISION 2 REVISION s REVISION 4 COPYRIGHT ©2023 FRANKLIN PACIFIC STRUCTURAL LLC THESE DOCUMENTS, THE IDEAS AND DESIGNS INCOPORATED HEREIN AS AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF FRANKLIN PACIFIC STRUCTURAL LLC AND ARE NOT TO BE USED IN WHOL OR IN PART WITHOUT WRITTEN AUTHORIZATION OF FRANKLIN PACIFIC STRUCTURAL LLC. DESIGN JF DRAWN AZ CHECK JF S1,01 TYPICAL DECK FRAMING AT WALL SCALE: 1-1/2" = 1'-0" DECK BEAM AT COLUMN SCALE: 1-1/2" = 1'-0" TYPICAL DECK FRAMING EDGE SCALE: 1-1/2" = 1'-0" TYPICAL DECK COLUMNS AT FOUNDATIONS SCALE: 1-1/2" = 1'-0" � PLOT DATE � Jun. 3, 23 �