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APPROVED RESUB2 BLD2022-1319+Structural_Plan+4.3.2023_5.59.13_PM+3460832General 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 (2018 EDITION). 2. DESIGN LOADING CRITERIA: HANDRAILS AND GUARDS GUARDRAILS/BALCONY RAILS . . . . . . . . . . . . . . . . . . . . 50 PLF GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD . . . . . . . . . . 200 LBS RESIDENTIAL - HOTELS AND MULTIFAMILY DWELLINGS FLOOR LIVE LOAD . . . . . . . . . . . . . . . 40 PSF FLOOR LIVE LOAD (PRIVATE ROOMS AND CORRIDORS SERVING THEM) . . . 40 PSF FLOOR LIVE LOAD (PUBLIC ROOMS AND CORRIDORS SERVING THEM) . . . 100 PSF ROOF ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF MISCELLANEOUS LOADS STAIR AND CORRIDOR LIVE LOAD (UNLESS OTHERWISE INDICATED) . . .100 PSF DECKS . . . . . . . . . . . . . . . . . . . . . . . . 1.5 x AREA SERVED PARTITION LOADING . . . . . . . . . 15 PSF MECHANICAL UNITS . . . . . . . . . . WEIGHTS FURNISHED BY MANUFACTURER PHOTOVOLTAIC PANEL SYSTEMS . . . . . . . . . . . . . . . . . . . 5 PSF DEFLECTION CRITERIA LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/360 TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . . . . L/240 ENVIRONMENTAL LOADS WIND . . . . . . . GCp i =0. 18, 100 MPH, RISK CATEGORY II, EXPOSURE "B" EARTHQUAKE . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, BLDG A: Vs = 66.7 KIPS, BLDG B: Vs = 46.7 KIPS, BLDG C: 38.0 KIPS, BLDG D: 53.1 KIPS SITE CLASS=C, Ss=1.278, Sds=1.022, S1=0.448, SD1=0.448, 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. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONNECTOR PLATE WOOD ROOF TRUSSES GLUED LAMINATED MEMBERS MANUFACTURED LUMBER (PSL' S, LSL' S, LVL' S) PLYWOOD WEB JOISTS STRUCTURAL STEEL PRE -FABRICATED ASSEMBLIES (INCLUDING PANELIZED SYSTEMS) DESIGN BUILD ELEMENTS CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-O" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENT'S AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WALL ELEVATION DRAWINGS WITH REINFORCEMENT SHOP DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. 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. 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CANOPIES, BALCONIES, COLD FORM STEEL FRAMING, TEMPORARY SHORING, CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, EXTERIOR CLADDING, AND PRE-ENGINEERED SYSTEMS SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE SUBMITTED WITH THE SHOP DRAWINGS. 13. DEFERRED SUBMITTALS: SHOP DRAWINGS AND CALCULATIONS OF DEFERRED SUBMITTAL COMPONENTS SHALL BE STAMPED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW BY THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE. ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE INCLUDED. SHOP DRAWINGS SHALL INCLUDE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE BASIC STRUCTURE. DESIGN CALCULATIONS SHALL ACCOMPANY ALL DEFERRED SUBMITTALS. THE ARCHITECT OR CONTRACTOR SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. DEFERRED SUBMITTAL BUILDING COMPONENTS FOR THIS PROJECT SHALL INCLUDE: DESIGN -BUILD ELEMENTS PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES QUALITY ASSURANCE 14. 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. STRUCTURAL STEEL FABRICATION AND ERECTION PER AISC 360 WOOD TRUSSES GREATER THAN 5' DEEP OR 60' LONG PER 1705. 5. 2 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER TABLE 1705.6 EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER EPDXY GROUTED INSTALLATIONS 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. 15. UNLESS OTHERWISE NOTED, THE FOLLOWING ELEMENTS COMPRISE THE SEISMIC -FORCE -RESISTING SYSTEM AND ARE SUBJECT TO SPECIAL INSPECTION FOR SEISMIC RESISTANCE IN ACCORDANCE WITH SECTION 1705.12 OF THE INTERNATIONAL BUILDING CODE. A. STRUCTURAL STEEL MOMENT FRAMES AND BRACED FRAMES REQUIRE CONTINUOUS INSPECTION FOR WELDING PER AISC 341 EXCEPT SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16-INCH. B. STRUCTURAL WOOD SHEAR WALL SYSTEMS REQUIRE PERIODIC INSPECTION FOR FIELD GLUING, NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE, RESISTING SYSTEM INCLUDING SHEAR WALLS, DIAPHRAGMS, DRAG STRUTS, BRACES AND HOLDOWNS. 17. STRUCTURAL OBSERVATION SHALL BE PERFORMED IN ACCORDANCE WITH SECTIONS 1704.6 OF THE INTERNATIONAL BUILDING CODE FOR THE FOLLOWING BUILDING ELEMENTS: LIGHT FRAMED SHEAR WALLS HOLDDOWNS STRUCTURAL STEEL CONSTRUCTION THE CONTRACTOR SHALL PROVIDE THE ENGINEER OF RECORD ADEQUATE NOTICE TO SCHEDULE APPROPRIATE SITE VISITS FOR STRUCTURAL OBSERVATION. STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY SECTION 110, 1705, OR OTHER SECTIONS OF THE INTERNATIONAL BUILDING CODE. THE OWNER SHALL EMPLOY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, TO PERFORM STRUCTURAL OBSERVATION. OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER'S REPRESENTATIVE, SPECIAL INSPECTOR, CONTRACTOR, AND THE BUILDING OFFICIAL. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFYING ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER' S KNOWLEDGE, HAVE NOT BEEN RESOLVED. GEOTECHNICAL 18. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE (NATIVE SOILS) . . . . . . . . . . . . . . .4000 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED). . . . . . . 50 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED). . . . . . . 250 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) . . . . . . . . . . . . . . 0.3 TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . . 75 PSF SOILS REPORT REFERENCE: RILEY GROUP PROJECT NO. 2021-319-1 DATED JUNE 17, 2021 CONCRETE 19. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN 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. 20. 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 ACI 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. 21. 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 ACI 318-14, TABLE 19.3.2.1 MODERATE EXPOSURE, F1. 22. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60, 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. 23.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. 24.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" 25.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 26.CAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. 27.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). ANCHORAGE 28.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. 29.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 NO. 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. APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE The following documentation shall be available on ■ site for the building inspector: ! ❑x COE APPROVED ARCHITECTURAL PLAN SET ❑ COE APPROVED STRUCTURAL PLAN SET ; [:]COE REVIEWED CALCULATION PACKET '. ❑ ENERGY CREDIT WORKSHEET ❑ SITE PLAN ❑ CIVIL PLAN ■ ■❑ CITY OF EDMONDS BUILDING DEPARTMENT 202116 ■ ................................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360.629.3451 P.O. Boa 1270 10031 SR 532. S,it, B 5 tanwuod. WA 98292 STELICTAMAL ENMNEMNS SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N 0 LIJ00 rn am Cn 3: O �Q z z o Q Uj w C� J Z Uj w (n Lim l­_ Of Vco O M N Uj N 0 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set r�o O CONTENTS: GENERAL RESUB STRUCTURAL Apr 04 2023 CITY OF EDMONDS NOTES DEVELOPMENTDEPARTMENTVICES SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S1001 General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS 30. 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 NO. ESR-2713 (CONCRETE), NO. ESR-1056 (CMU), INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED. STEEL 31. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A. AISC 360-16 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B. JUNE 15, 2016 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 32. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, FY = 36 KSI. STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 42 KSI (ROUND), FY = 46 KSI (SQUARE AND RECTANGULAR). CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 33. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 34. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH EXTERIOR PAINT SYSTEM, UNLESS OTHERWISE NOTED. 35. SHOP PRIME ALL STEEL EXCEPT: A. STEEL ENCASED IN CONCRETE. B. SURFACES TO BE WELDED. C. CONTACT SURFACES AT HIGH -STRENGTH BOLTS. D. MEMBERS TO BE GALVANIZED. E. MEMBERS WHICH WILL BE CONCEALED BY INTERIOR FINISHES. F. SURFACES TO RECEIVE SPRAYED FIREPROOFING. G. SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS. 36. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 37. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. WOOD 38. 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 NO. 2 AND BEAMS MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR -LARCH NO. 2 39. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN 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. 40. MANUFACTURED LUMBER, PSL, LVL, AND LSL SHOWN ON PLAN ARE BASED PRODUCTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION IN ACCORDANCE WITH ICC-ES REPORT ESR-1387. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: ALTERNATE MANUFACTURED LUMBER MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST HANGERS AND OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND HARDWARE SHALL SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED ITEMS SHALL HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. 41.PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOISTS MANUFACTURED BY THE WEYERHAEUSER CORPORATION, IN ACCORDANCE WITH ICC-ES REPORT ESR-1157. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. ALTERNATE MANUFACTURER'S PRODUCTS SHALL BE COMPATIBLE WITH THE JOIST HANGERS AND OTHER HARDWARE SPECIFIED ON PLANS, OR ALTERNATE HANGERS AND HARDWARE SHALL SUBMITTED FOR REVIEW AND APPROVAL. SUBSTITUTED ITEMS SHALL HAVE ICC-ES REPORT APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. 42. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE -CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI 1" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD 25 PSF TOP CHORD DEAD LOAD 10 PSF BOTTOM CHORD DEAD LOAD 5 PSF TOTAL LOAD 40 PSF WIND UPLIFT (TOP CHORD) 5 PSF BOTTOM CHORD LIVE LOAD 10 PSF (BOTTOM CHORD LIVE LOAD DOES NOT ACT CONCURRENTLY WITH THE ROOF LIVE LOAD) WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER REGISTERED 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. 43.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. 44.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. 45.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 UC3B. WOOD IN 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. 46.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. 47. 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. 48. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6d 2" 0. 113" 8d 2-1/2" 0. 131" 10d 3" 0. 148" 12d 3-1/4" 0. 148" 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. 51. 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 IN ANY WOOD STUD. IN 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. 52. 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 IBC TABLE 2304. 10. 1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE 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 NO. 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. PSL (2.OE WS) Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI BLD2022-1319- A LVL (2.OE-2600FB WS) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI LSL (1. 55E) Fb = 2325 PSI, E = 1550 KSI, Fv = 310 PSI B LD2022-1320 - B BLD2022-1321 -C BLD2022-1322- D HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360,629.3111 P.O. Boa 1270 10031 SR 532. S,it, B 5 tanwuod. WA 98292 L r/ ENMNEMNS SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N 0 LIJ00 rn a 3: Cli O z o Q � w C� J Z Uj w Of Vco O �0.M N Uj Q 00 N 0 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set r�o O CONTENTS: GENERAL RESUB STRUCURAL Apr 04 2023 CITY OF EDMONDS DEVELOPMENTDEPARTMENTVICES NOTES SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: Sln02 Statement of Special Inspections Special inspections shall be provided per the requirements of IBC section 1705 and as noted herein SOILS VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE X IBC 1705.6 ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH X AND HAVE REACHED PROPER MATERIAL 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED X FILL MATERIALS 4. VERIFY USE OF PROPER MATERIALS, DENSITIES X AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE X SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY WOOD FRAMING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCES 1. HIGH LOAD DIAPHRAGMS X IBC 1705.5.1 2. METAL -PLATE -CONNECTED WOOD TRUSSES WITH X IBC 1705.5.2 OVERALL HEIGHTS OF 60 INCHES OR GREATER 3. METAL -PLATE -CONNECTED OR OPEN WEB WOOD TRUSS X IBC 1705.5.2 BRACING FOR CLEAR SPANS 60 FEET OR MORE 4. NAILING, BOLTING, AND ANCHORAGE OF COMPONENTS X NOT REQ'D WHERE SPACING IBC 1705.11.1 WITHIN THE SEISMIC FORCE RESISTING SYSTEM OF SHEATHING FASTENERS IS IBC 1705.12.2 INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, MORE THAN 4 INCHES ox. DRAG STRUTS, BRACES AND HOLDOWNS 5. PRE -FABRICATED WOOD ELEMENTS. NOT REQ'D WHERE FABRICATOR IBC 1704.2.5 MEETS IBC 1704.2.5.1 REQUIREMENTS STRUCTURAL STEEL VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. FABRICATED AND ERECTED STEEL: a. COMPLIANCE WITH DETAILS SHOWN ON X AISC 360, CONSTRUCTION DOCUMENTS SECTION N5 b. APPLICATION OF JOINT DETAILS AT EACH X CONNECTION 2. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: a. IDENTIFICATION MARKINGS TO CONFORM TO AWS X AISC 360, SPECIFICATIONS IN THE APPROVED CONSTRUCTION SECTION A3.5 DOCUMENTS AND APPLICABLE AWS A5 DOCUMENTS b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE X REQUIRED 3. INSPECTION OF WELDING: a. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELD X IBC 1705.2.1 AWS D1.1 AISC 360 SECTION N5.4 b. MULTIPASS FILLET WELDS X c. SINGLE PASS FILLET WELDS > 5/16" X d. PLUG AND SLOT WELDS X e. SINGLE PASS FILLET WELDS < 5/16" X CONCRETE AND CONCRETE REINFORCING VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC COMMENTS REFERENCE 1. INSPECTION OF REINFORCING STEEL INCLUDING X IBC 1908.4 PRESTRESSING TENDONS, AND PLACEMENT ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3 2. INSPECTION OF ANCHORS CAST IN CONCRETE X ACI 318: 17.8.2 3. INSPECTION OF POST -INSTALLED ANCHORS IN HARDENED CONCRETE MEMBERS: a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS X SEE ICC-ES ESR REPORT FOR ADDITIONAL REQUIREMENTS ACI 318: 17.8.2.4 b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS X SEE ICC-ES ESR REPORT FOR ACI 318: 17.8.2 NOT DEFINED IN 3-a ADDITIONAL REQUIREMENTS 4. VERIFYING USE OF REQUIRED DESIGN MIX X IBC 1904.1 IBC 1904.2 IBC 1908.2 IBC 1908.3 ACI 318: Ch. 19, 26.4.3, 26.4.4 5. INSPECTION DURING CONCRETE MIXING: a. CONCRETE MIXES PREPARED IN A BATCH PLANT X SBC 1705.3.3 THAT IS NOT CERTIFIED BY THE CITY OF SEATTLE b. STRUCTURAL LIGHT WEIGHT CONCRETE X 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE X IBC 1908.10 SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP 2 ASTM C 172 AND AIR CONTENT TESTS, AND DETERMINE THE ASTM C 31 TEMPERATURE OF THE CONCRETE ACI 318: 26.5, 26.12 7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT X IBC 1908.6-1908.8 FOR PROPER APPLICATION TECHNIQUES ACI 318: 26.5 8. VERIFY MAINTENANCE OF SPECIFIED CURING X IBC 1908.9 TEMPERATURE AND TECHNIQUES ACI 318: 26.5.3- 26.5.5 NOTES 1. 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 DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. 2. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS FOLLOWS: a. PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES b. REVIEW OF TESTING AND INSPECTION REPORTS c. REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. 3. WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.11, SPECIAL INSPECTION FOR WIND RESISTANCE AND IBC SECTION 1705.12, SPECIAL INSPECTION FOR SEISMIC RESISTANCE 4."STRUCTURAL STEEL" REFERS TO STEEL CONSTRUCTION DEFINED BY AISC 303, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 31 1. Bn. 1272,0 10031 SR 532, Snite B Stanwood, WA 98292 www.d-ignsnw. Coaa SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N 0 UU00 rn Cli O z 0 o Q LU W C� J z LUC', FM �/� w V V O J) LL U) 0.M N u7 LU N 0 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set r� o D CB CONTENTS: SPECIAL RESUB INSPECTIONS Apr 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: Sln03 0 0 .: i ii I� I, I, I --------------- --� ---_- - _ _______________ _ __-= __- ___ �_ _�_________- a� _�___________ ��_- - - - - - - - - - - Lr) 0 Lr) Lr) = If) LO Lr) 0 0 0 0 0 0 12 � � Lr) oo Lr) L0 Lrn L0 0 .CD 0 0 0 0 - - - - - - - - - - - - - - - - - - - - 4/S411 )IIIII, - - - - - - - - - - - - - - HOW 1 - f_ _____________________ _________ - - - - r--------------�1Ir--� ----- --- ----- ---- ---- ------ -- -----------JI 7_ r---------_ -- ri II I ,---------------- --------------------- ----------------------------- ------------------ -- - j I 3 1 -------------- illi-------- - -iiij- - - - - - - - HDU8 ------- I I I j 4/S4.11 HDU8 jot 1 1 �1 HDU8 I I I I I" I I" I 1 1 1 HDU11 I IIII .I 1 I HDU8 I j HDU8 I I jWj 12/S4.11 , �G� I �I �G�p I HDU8 j I I"I Ii'iI III IL - ------------------ --- L---------- �L_--------------- - IL------------------------------------------------------------------- -- -- r-i _ r-----------i L1 - - ---__- L_ ----- -- -- -- - - 41 /S4.11 �I ; I I--- ---------------- --,----- --, �----------------� v 4/S4.11 HDU8 1 1 I I I I I I rI Fly I �� 7/S4.2 I r i row I I I I I I 1 ^ 1 �3'-6"x3'-6" x 12"d .�T� HDU5 I I I I I I^ 1 1- 3'-6"x3'-6" x 12"d I I v 1 p L u J 8/S4.2 I I I 4" SLAB ON GRADE 1 L18/S4.2 �J p' L7 J 7/S4.2 I FTG W/ (3) #5 ; ; I I I I I PER PLAN NOTE 3 1 1 1; ;1 FTG W/ (3) #5 1 1 1; 1 E.W. BOT 1 1 I. E.W. BOT 1 HDU8 I I I I ^ 1 1 HDU8 I I I I 1 1 HDU8 I I 1 � I I I I I"I1 2/S4�nl L- - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - " L - - - - - - - - " L - - - - - - - - - - - - - - - - J �L - - - - - - - - - - - J - - --------- ------------------------- -- --- - -------------- ----- ----- --- - ------------- - -- - -------------- ----- L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 Lr� Lr) Ln Ln Lr� LO In 4/S4.11 Lrf -1 Lo r -1 Lo LO Lrn Lr> Lr> �- In 3 � 3 a o o a r -1 r L` J LJ Lr) LrLn L0 U. U Lri o, o 0 Cn 0 0 0 x x = x x x x I � / 11%_� r,_1 r L`J L`J 0 0 0EL `J o L`J o 2'-0"x2'-0" x 12"dp.i L'J FTG W/ (2) #4 E.W. BOT (typ. at 11/S4.11 (IIII �III�� IIII IIIIIII III IIIII r� L` J N Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT EXPLICITLY CALLED OUT ON THE PLANS OR DETAILS. 2. REFER TO ARCHITECTURAL DRAWINGS FOR ALL SLAB SLOPES, SLAB DEPRESSIONS, AND SLAB FINISH REQUIREMENTS. TOP OF SLAB ELEVATIONS ARE ASSUMED. VERIFY TOP OF SLAB ELEVATIONS WITH ARCHITECURAL DRAWINGS. 3. SLAB ON GRADE SHALL BE 4" THICK AND REINFORCED WITH 6X6 W1.4XW1.4 WWM CENTERED IN SLAB. PROVIDE MINIMUM VAPOR BARRIER PER GEOTECHNICAL REPORT BELOW SLAB AT INTERIOR SPACES OVER FREE -DRAINING CAPILLARY BREAK OVER SUBGRADE PREPEARED PER GEOTECHNICAL REPORT. 4. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS OF 400 SQFT OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACCUTE ANGLES. JOINT - A.5 LOCATIONS MUST BE APPROVED BY ARCHITECT. REFER DETAIL 2/S4.11 5. SEE ARCHITECTURAL/MECHANICAL/PLUMBING/CIVIL DRAWINGS FOR UNDER SLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCOURDANCE WITH 7/S4.11. DO NOT ROUTE PIPING THROUGH GRADE BEAMS OR PILE CAPS WITHOUT APPROVAL FROM ENGINEER OF RECORD. 6. PROVIDE CORNER REINFORCEMENT PER 6/S4.11 IN ALL WALLS, GRADE BEAMS AND FOOTINGS, U.N.O. 7. SEE S4.00 SERIES SHEETS FOR TYPICAL CONCRETE DETAILS. 8. REFERENCE ARCHITECTURAL DRAWINGS FOR WATERPROOFING DETAILS AND REQUIREMENTS. 9. REFERENCE ARCHITECTURAL DRAWINGS FOR MISC. EMBEDS REQUIRED AT NON-STRUCTURAL ELEMENTS. 10. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. B Legend 0 STEM WALL & FOOTING - - - - J J L STRUCTURAL WALL OR POST ABOVE L _ _ _ _ J L L J NON-STRUCTURAL WALL BELOW stair walkway post ftg) I N SPAN DIRECTION 11/S4.11 )III, r� r� r_1 ­_1 LJ L` J I 11 I 117 L`'_J -"-J L`'_] LJ LJ L` J I' oD CD Ln 1 CIOI CIOLO °D °o 0o LO co °o 0o °o °o 00 yo 0 0 0- o 0 0 o r� o o r� o Cn 0 0 0 0 0 10/S4.21 , G�, 4/S4.11 , ----------- -- - - - - - - - -- --------- - -- --- -- ------ -- ----- - - - - ------ ---- - - ---- ------ ---- ------ ---- ----, i----_-- ii---_-------- iir-------------=-------------------, 1 4/S4.11 1 i�l IIII 11j1 HDU5 2'-0"x2'-0" x 12"dp. FTG W/(2)#4 1 1 I 1 E.W. BOT (typ. at bike storage post ftg) L J ; ; ; ; I 4" SLAB ON GRADE HDU5 I " I PER PLAN NOTE 3 1' HDU5 HDU5 4.11 I j 12/S4.11I;!L - - - -- 1 L - - - - - - - -- J:: L - - - - I----------------� I I I I HOW 1 III _ - - - - - ,:rF__------ HOW 1 1, I LJ 4/S4.11 ,; I 11/S4.11 )III, 1 1 11 1;'I I L_--------J yo I I I L------���I I GS �J I I L° --- ---- ��I I I ; I � � I I'I I IIII I ' I HDU11 HDU5 I;� ':L------------------- 1I ^ 1 1 1 r============== ______________________ I HDU11 L_�-----� I 2'-6"x2'-6"x12"dp. I I 8/S4.11 I:;r------------------, I HDU5 I FTG W/ (3) #4 E.W. BOT I I , L-HDU11 1''----------- - - - - --- I 1 III --------- I. I 1 r---- y I I HDU11 I L------ ----� L-----J--- - --- --- -- --� :IL ------------------� I HDU11 ---- ------------- --- -------------------------- -- ---- -- ----- ---- --J- - - ------------- ----- T 0 0 LO LO 22.5 0 x 24 0 EXTENT OF JOISTS Level 1 Foundation Plan - Building A & B Scale: 1/8" = V-0" HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Site B Stanwood, WA 9s292 www.de sig ns nw. oom SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O UU00 rn O z 0 o Q LU w C/) C� J z LU FM w LL V♦ 07 V O 0 � M N LU N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set r�o O CONTENTS: FOUNDATION PLAN A B RESUB - B U I L D lfq(§4 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: 1/8" = 1'-0" DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S2n11 Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT EXPLICITLY CALLED OUT ON THE PLANS OR DETAILS. 2. REFER TO ARCHITECTURAL DRAWINGS FOR ALL SLAB SLOPES, SLAB DEPRESSIONS, AND SLAB FINISH REQUIREMENTS. TOP OF SLAB ELEVATIONS ARE ASSUMED. VERIFY TOP OF SLAB ELEVATIONS WITH ARCHITECURAL DRAWINGS. 3. SLAB ON GRADE SHALL BE 4" THICK AND REINFORCED WITH 6X6 W1.4XW1.4 WWM CENTERED IN SLAB. PROVIDE MINIMUM VAPOR BARRIER PER GEOTECHNICAL REPORT BELOW SLAB AT INTERIOR SPACES OVER FREE -DRAINING CAPILLARY BREAK OVER SUBGRADE PREPEARED PER GEOTECHNICAL REPORT. 4. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS OF 400 SQFT OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACCUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY ARCHITECT. REFER DETAIL 2/S4.11 5. SEE ARCHITECTURAL/MECHANICAL/PLUMBING/CIVIL DRAWINGS FOR UNDER SLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCOURDANCE WITH 7/S4.11. DO NOT ROUTE PIPING THROUGH GRADE BEAMS OR PILE CAPS WITHOUT APPROVAL FROM ENGINEER OF RECORD. 6. PROVIDE CORNER REINFORCEMENT PER 6/S4.11 IN ALL WALLS, GRADE BEAMS AND FOOTINGS, U.N.O. 7. SEE S4.00 SERIES SHEETS FOR TYPICAL CONCRETE DETAILS. 8. REFERENCE ARCHITECTURAL DRAWINGS FOR WATERPROOFING DETAILS AND REQUIREMENTS. 9. REFERENCE ARCHITECTURAL DRAWINGS FOR MISC. EMBEDS REQUIRED AT NON-STRUCTURAL ELEMENTS. 10. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Leaend 0 STEM WALL & FOOTING r - - - - , r , L _ _ _ _ J L J STRUCTURAL WALL OR POST ABOVE NON-STRUCTURAL WALL BELOW SPAN DIRECTION EXTENT OF JOISTS -------- - - ---------- --- - - - ----------------- LO LO 0 0 LO Lr) Lr) Lr) Lr) LO I _ = LS7 U') LO LO LO x> > > > xx x x xx 0 0 0 0 0 0 0 0 0 0 U') LO L') Ln L') Ln LC') LO LO x x x = 4/S4.11 )III o 0 0 0 0 0 0 0 0 0 - - - - - - - - - - - - - - - - (:A - - - ---------------------- - L - - - - -- --------- - - - -------------------- 1: - I r - - - - - - - - - - - - ' 1 ---------------1 F - - - - - - - - - - - - - - - -- ;� 3 I' I HDU5 HDU5 - - - - - - - - - - - J 1'_0" I I 1 1 I I I I I I - HDU5--,� 1 '�_----------� -- -------_-_� CJII IIII IIII I , I r----------� I I r------------------L--------� I I - - - -J I I III 1 I 11r------------------ 131 I I F� _-________________�; L - - - - -8 - - - - - - - - - J ' I 1 ; I HDU5 1 I I r - - - - - - - -1 112/S4.11 )IIII I I r - - ----------------� =_= I 4/S4.1 I I L - - � - I I L- - - - J : 1 I; ----------------- - - - - 3 I I II r------ `V 1 L 1 `---------------- HDU5 -4------- - - I ; I I 1 _0II I 4/S4.11 _ 11 1f I I 11 4" SLAB ON GRADE PER PLAN NOTE 3 I it HDU5 8/S4.11 II I I I �'� HDU5 I I ----- "L--------------J L-------------- 'L- J I L- - - - - - - - - - - - - - - - - - - - - - - - B-------------------- --- - - ----------- - _ _ - - _ _-_ - ------------------------_--I --- - - - - - - - ��-------------�'r-- -- ---- - ------ ---- ---- -- ---- - ----- it - -- - I --- ------ ----- 00 w 0o 4/S4.11 CO 00 Lo r -1 0o r -1 co 00 00 0 0 o r o o L` J o L` J o r o 0 00 00 00 00 = _ = I IIII ; . IT x = co c 3 Co= II IIIII I II IIIII I r � r IIIII I 1 r, rill IIIII I I` _"_1 2'-0"x2'-0" x 12" dp.�L` J - - t L` J L"j J LJ FTG W/ (2) #4 E.W. BOT ii at <1 11/S4.11 stair walkway post ftg) I 2-0"x2'-0" x 12" 1 FTG W/ (2) #4 E.W. BOT ii at 2 3 bike storage post ftg) r� r_1 r� _-1 r_1 - �� r_1 r_1 Inl LJ LJ In�J LJ LJ `J LJ LJ '� 1 I 1 1 1 II LJ LJ co 00 00 00 00 00 LO 00 00 00 00 00 00 1=� 00 00 00 00 00 00 y 1 1 Jh r o a o 0 0 0 0 El 0 0 0 0 0 0 0 0 0 0 0 O 10 S4.21 o r r� r� r�r� G� I / III ------------------------------------------------- _- - --- - - - _ 1------------------- r=----------„r--------------�;;r-------------- �r--------------�;r-------------� ; I HDU5 II I I I I - 4/S4.11r' ; 'l HDU8 r' o'-1 3'-6"x3'4' x 12" dp 7/S4.2 i FTG W/ (3) #5 L11 E.W. 81 I 1 .W. BOT 1 1 HDU8 I I I I I L_ - - - - - - - - - - - - - J i i L - 047 - - - --------- - L- - - - - - - - - - - - - - - - - 11/S4.11 )III, I I I HDU5 J" I HDU5 I I -__ I I I::I I I IN I I I I I I I 1 I HDU5 1 1 j l 1 8/S4.11 1 1 "1 "I 1; 1 I;;I 4" SLAB ON GRADE 1 _______ __ I PER PLAN NOTE 3 I ;1 I 11, I „ „ I; I - - - - - - - - - - 1 1 1 I" 1 /S4.11 )111 1 1 IIII I;II 3-Ox5-0 x15dp. I 4/S4.11 I; I 11 "1 ::1 1 FTG W/ #5 @ 12" ocl 1 I I:,L_ I �::L III 1 I ' I I I 1' L----------------------------------- I E.W. BOT HDU5-----------------�� I -------- _----- IIII 11 I -------- I1 I 1 1 1 it-----� III 1 -- 1 I L-------� r-----�i'1 rI, 1 1 1 1 1 " 1----------------- LL_- -_- - -_- - -J I 1 " r 1----------------__IJ L_L_- -_- - -_- - -J 1 1 I I LI I I , I----------------� II I „ - - - - - - - - J I-L------------------- 1I I L------JI I "r I"I "r I';I L`rJ , I ti0 1;;1 ti0 I;;I ti0 I;;I ti I I I ;I 2'-6"x2'-6"x12"dp I ; I I G� I FTG. W/ (3) #4 E.W. I HDU5 1 1 I I, I I ,, I I , 1 I I 1,;1 3 I;;I I;;I I;;I I;III BOT. 1 I I I 3 L-- ---------------- L_-------------- --- L_------------------ L_------- 3--- �1 I Wall HDU5 I L---------- - - - - - - L - - - - - - - - - - - - - - - J I ----- ----- ----- - - - -- - -- - --- LO LO LO LO LO LO LO LO 4/S4.11 I LO I LO LO LO LO LO > > > x > > > x x > > x > > x x a o o a o 0 0 0 0 0 0 0 0 0 o a LO _ _ x x x x x x x x x = = x x x x x = _ �j 0 0 0 01 1 1 1 o, o 0 0 0 0 0, /a 15 � C16 0 C 21 Level 1 Foundation Plan - Building C & D Scale: 1/81, = 1'-01, L0 LO x x 0 0 r__I LJ HDU5 2'-0"x2'-0" x FTG W/ (2) � E.W. BOT (ty bike storage HDU5 HDU5 HDU5 HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Site B Stanwood, WA 91292 www.de sig ns nw. oom SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O UU00 rn O z z0 0 Q LU W C� J z LU FM W LL � W U) co O CIO N LU Q 00 N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set r�o O CONTENTS: FOUNDATION PLAN C D RESUB - B U I L D IMC§4 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: 1/8" = 1'-01, DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S2n12 6 7 , 8 9 10 11 12 I 131 RIM CONT. OVER EXT. OPNG, TYP. C/) co CD CD CO c0 (D C.D U CD CD CD T T T T T T T T T T r T T U U U U U U U U Cp CD CD (0 (0 CD CD CD r C9 C9 (0 CO C9 C.0 CU U Co U U T T T T T T T N :� T T T T T T U) N C�I C/) C/) co W W W C/) W W C/� C/) W C/� V U U U U U U U CU U U U U U N W4 W4 B2 RIM W4 W4 (2) CS16 IL Vk ----- W4 W4 W4 L W4 B2 RIM A PROVIDE JOIST HGR. ____= 3 4/S6.21 A TO B1 RIM OVER " " 1 ;I II II ,I II II Q (2) CS16 EXT. OPNG. TYP. _ALIGN A OVER (2) CS16 1 m SW TYP WWHERE N N r N;; m o N BIDDER DESIGN N �"' r °O 0° : m N SHOWN 0O T CANOPY EXTENT m li r -- --- N (2) 2x10 HDR. CD 2 2x10 ;; ATTACH TIE RODS IN () ti AT P3 LOCATIONS N o HDR 3 3 (j' -- -- (2)(2) C ��"� �� r B2L � *_- s ,, �, (2) CS SHOWN ON S2.31 ��+ VV�CP---------------------- -------- ------ r c'9.o 4/S6.21 �� G�� o 1 I ------- 1/S6.31 N �%, %6, ----- - - 5 Hil 1/S6.31y) , o o ; ; o 0 0 (2) 2x10 HDR. N ; Cn ccO v --- \----- --GL 8 4x24 -------- - `� __B� J;(2) 2x10 HDR. c � B? --====v M --GL 84x24==96=== 10/S621 -- ---- (2) 2x10 HDR. (2) 2x10 ; ; :- -- v(2) CS16 II II II I, 1 10/S6.21 N � �� �; ;; HDR (� Ald`' `o+`'v�'Q 1 COm; 9/S6.21 T T m ��(✓+��� 12/S6.41 Q 4/S6.21 , , .�55 G Q ; ; I m m G I I I n �GP m 8/S6.21 cyW9� II ;I II r II II N (2) CS16 o CS16 W2 LO co On u= B5 r I; CD T I Cn C-� co T cn C) Co T Cn C-D CD T Cn c) CD T Cn L) ; CO T Cn c� CD T Cn L) N co r T cn U) L) ;; CD 10 Cn C) co T Cn c) c0 T Cn C-D CD T Cn c� CD T Cn c� I I c0 I T Co co T co _ _ (2) CS16 ------- I C-D c L) I I N N N N N II i N N N N II i IL N N N N N N N = N T (2) CS16 r W4 N W4 W4 W4 W4 W4 -W 4 W4 m co co U HU HUC HU � HU HU � 3 HUc co N ] B5 B5 B5 'n I B6 ] L<' N N N N m DO I I I B7 m M CO 0 M 00 B7 I� co m N N N LL � LL T LL � LL L.L LL N I I I I II 1 1 1 I 1 =U U= LUL-11 =U U= < =U U= ' ` I I ICU U= Q�� B5 �iOj 7 B7 Q�� B5 �A� �Q>\� B5 �A� I B7 Q�� B5 A� B5 Q'\ n= =n _ 0 M JH H H U U U U W2 W2 W2 N N CV N N U) Cn o E5 J J 00 00 CD C) B8 0 I N r3$ __ ________ C/) , N B4 r 1 Ox26 9/S6.41 0 T 0 Co N r N CO N O W4 11T W4 � W4 W4 co co co co (D (D T T T T T T U) Cn C) Cn C/) C/) U U U U Mark Level 2x4 2x6 Mark Post Remarks Q ROOF @ 16" oc @ 16" oc Pi 6x6 POST W/ CCQ/ECCQ CAP & ABU BASE 22 22.5 23 24 25 BW1 LEVEL 3 @ 1611 oc @ 16" oc P2 6x6 POST W/CCQ/ECCQ CAP & LEVEL 2 @ 12" oc @ 16" oc (2)HGA10 BASE 6x6 STRONGBACK W/ * POST RELIEVE P3 (2) A35 TOP & BOT PRE-ENGINEERED NEERED CANOPY BY OTHERS P4 44 POST W/ CCQ CAP & ABU BASE 0 0 Level 2 Framing Plan - Building A & B O Scale: 1/8" = 1'-0" 0 0 0 0 20 1Q AJ Q� B5 � B7 loo � B5 Q� F_n � n (,n n� B5 co CO'co B7 m co Lo C0 �,��• HU UC B6 HU c~n co W2 W2 c-3j, W2 rr^^ Izi- T Cn 100 v T Cn T Cn M T U) II II (2) CS16 c3 U U U PROVIDE JOIST HGR.o 12/S6.41 TO 131 RIM OVER c\1111 v EXT. OPNG. TYP. ==3(2) CS16 11, J C0 0 J C0 M ' N B8� II (2) CS16 4/S6.21 v mo , (2) CS16 A Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. 2. TYPICAL FLOOR FRAMING CONSISTS OF FINISHED FLOOR PER ARCHITECTURAL OVER 1" CONCRETE TOPPING (120 PCF MAX DENSITY) OVER 3/4" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 3. TYPICAL ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL OVER 1/2" COX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 4. TYPICAL EXTERIOR HEADERS SHALL BE FLUSH FRAMED. RIM JOIST SHALL BE MINIMUM 13/4" THICK LSL AND BE CONTINUOUS OVER OPENINGS. PROVIDE JOIST HANGER TO RIM WHERE JOISTS PERPENDICULAR TO OPENINGS. 5. TYPICAL INTERIOR HEADERS OVER OPENINGS IN STRUCTURAL WALLS SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. 6. SEE S600 SERIES SHEETS FOR TYPICAL WOOD FRAMING DETAILS. 7. PROVIDE A MINIMUM OF (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS U.N.O. 8. ALL BUNDLED STUDS CALLED OUT AT ENDS OF HEADERS AND BEAMS SHALL BE PROVIDED AT EACH LEVEL 2 BELOW WHICH THE MEMBER OCCURS. REFER TO 4&8/S6.11 FOR BUNDLED STUD FRAMING REQUIREMENTS. 9. "BW" INDICATES BEARING WALL BELOW FRAMING SHOWN. REFER BEARING WALL SCHEDULE. ALL STRUCTURAL WALLS SHOWN ARE TO BE BW1 UNLESS NOTED OTHERWISE. ALL BEARING WALLS SHALL BE DOUG-FIR #2, 2/DOUG-FIR SPECIES TOP & BOTTOM PLATES. NON -BEARING WALLS SHALL BE 2x4 OR 2x6 @ 12" oc. 10. "W" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETIAL 2/S6.11. PROVIDE JOIST OR BLOCKING ABOVE ALL SHEARWALLS PER DETAIL 6/S6.11. ALL EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 11. REFER 10/S6.11 FOR NAILING AT SHEARWALL INTERSECTIONS. 12. ALL LOCATIONS OF PENETRATIONS IN FLOOR AND WALL FRAMING SHALL BE COORDINATED WITH MECHANICAL DRAWINGS AND REQUIREMENTS SHOWN ON S6.41. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE A %" PER FLOOR WOOD SHRINKAGE. 13. PROVIDE 3 2" LSL RIM AT 2x4 WALLS AND 5 4" PSL RIM AT 2x6 WALLS, AROUND ALL STAIR, ELEVATOR, AND MECHANICAL SHAFTS, TO COMPLY WITH FIRE SEPERATION RATING PER ARCHITECT. 14. NOTCHES AND HOLES IN MANUFACTERED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS NOTED OTHERWISE. 15. HANDRAILS AND GUARDRAILS, INCLUDING CONNECTION TO THE MAIN STRUCTURE, ARE DESIGN -BUILD BY GENERAL CONTRACTOR PER GENERAL STRUCTURAL NOTES. Q16. REFERENCE ARCHITECTURAL AND BUILDING ENVELOP DRAWING FOR WATERPROOFING DETAILS AND 2 REQUIREMENTS. 17. REFER TO 4/S6.51 FOR SUPPORT OF ERV MECHANICAL UNITES. 18. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend 0 ® STRUCTURAL WALL OR POST BELOW SPAN DIRECTION L _ _ _ _ -1 L -1 STRUCTURAL WALL OR POST ABOVE < > EXTENT OF JOISTS NON-STRUCTURAL WALL BELOW HEADER/BEAM PER PLAN BLOCKED FLOOR DIAPHRAGM: 2x FLAT BLKG. AT ALL UNSUPPORTED PANEL EDGES. NAIL ALL PLYWOOD PANEL EDGES W/ 8d @ 4" 0C & 12" oc FIELD Flush Beam Schedule Joist Schedule 11 Mark Joist A 11% TJI/110 @ 16" oc J2 11% TJI/560 @ 16" oc J3 2x10 @ 16" oc. J4 2x4 @ 12" oc. /0 Q� /0 Q� B5 � B7 � B5 � N =n n= =n n= A� U:) c� U) co ° co co B7 M E B5 B5 - cn , S%j c� UC B6 HU HU co co W2 W2 W2 W2 T T T T F I- X (a� � I (2) CS16 A� o^ C-) C-) �> v v C-3 6/S6.31 (2) CS16 `V M (2) CS16 ,� Cr o N (0 )11, 8/S6.21 AQ RJ1 (2) CS16 N 171 -ALL EXTERIOR WALLS T _ _ r SHALL BE W6 U.N.O. ^ C\B8 2 CS16 can B8 GL 3%x9 HDR. I 4/S6.21 11/S6.31 po () T B8 o I ... "- B2 x o W10x26 r B8 I 138 1 o B3 o, v >\O _ � ___ _= O o 71 21 1 /S6.21 +�o '�� o 0 0 o mo M J J -- m m (2) CS16 o II (2) C � � J-7) __'.) -7) X ALL EXTERIOR WALLS SHALL BE W6 U.N.O. (2 4/S6.21 r W3 W3 W3 T T T Cn Cn un co co N CD U U U C/)C/)CUn CC/) N N U U � I U I N N N 3 W Cn m r Cn r W3 U U U (p T N N N Cn U (D I r N N V cl-i (2) CS16 - D W3 cfl cD C/D Cn C-) `-D 131 RIM CONT. OVER 1-- EXT. OPNG, TYP. Mark Beam Hanger Bearing Studs 131 LSL 1%x 11% HU11 2 B2 LSL 3% x 11% HU412 2 B3 PSL 5% x 11% HGUS 5.50/12 3 B4 PSL 7 x 11% HGUS 7.25/10 4 1 B5 412 HUC412 2 B6 6x12 HUC612 3 B7 GL 5% x 10%" STRINGER HUC610 w/ SLOPED SEAT 3 B8 44 HU44TF 2 Bearing Wall Schedule Post Schedule HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Snite B Stanwood, WA 9s292 www.designsnw.com \%rrwN STMMTLMAL ENNEEIN SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O UU00 Cli O z 0 0 Q LU w C� J U^) LU z w vJ V O 0 � M N LU N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set r�o O CONTENTS: LEVEL 2 FRANR98UB PLAN - B U I L D Ifto4 2023 CITY F EDMONDS A B DEVELOPMENT SERVICES DEPARTMENT SCALE: 1/8" = 1'-0" DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S2n2l Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. 2. TYPICAL FLOOR FRAMING CONSISTS OF FINISHED FLOOR PER ARCHITECTURAL OVER 1" CONCRETE TOPPING (120 PCF MAX DENSITY) OVER 3/4" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 3. TYPICAL ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL OVER'/z" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 4. TYPICAL EXTERIOR HEADERS SHALL BE FLUSH FRAMED. RIM JOIST SHALL BE MINIMUM 13/4" THICK LSL AND BE CONTINUOUS OVER OPENINGS. PROVIDE JOIST HANGER TO RIM WHERE JOISTS PERPENDICULAR TO OPENINGS. 5. TYPICAL INTERIOR HEADERS OVER OPENINGS IN STRUCTURAL WALLS SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. 6. SEE S600 SERIES SHEETS FOR TYPICAL WOOD FRAMING DETAILS. 7. PROVIDE A MINIMUM OF (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS U.N.O. 8. ALL BUNDLED STUDS CALLED OUT AT ENDS OF HEADERS AND BEAMS SHALL BE PROVIDED AT EACH LEVEL BELOW WHICH THE MEMBER OCCURS. REFER TO 4&8/S6.11 FOR BUNDLED STUD FRAMING REQUIREMENTS. 9. "BW" INDICATES BEARING WALL BELOW FRAMING SHOWN. REFER BEARING WALL SCHEDULE. ALL STRUCTURAL Q WALLS SHOWN ARE TO BE BW1 UNLESS NOTED OTHERWISE. ALL BEARING WALLS SHALL BE DOUG-FIR #2, 2 2/DOUG-FIR SPECIES TOP & BOTTOM PLATES. NON -BEARING WALLS SHALL BE 2x4 OR 2x6 @ 12" oc. 10. "W" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETIAL 2/S6.11. PROVIDE JOIST OR BLOCKING ABOVE ALL SHEARWALLS PER DETAIL 6/S6.11. ALL EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 11. REFER 10/S6.11 FOR NAILING AT SHEARWALL INTERSECTIONS. 12. ALL LOCATIONS OF PENETRATIONS IN FLOOR AND WALL FRAMING SHALL BE COORDINATED WITH MECHANICAL DRAWINGS AND REQUIREMENTS SHOWN ON S6.41. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE A %" PER FLOOR WOOD SHRINKAGE. 13. PROVIDE 3%" LSL RIM AT 2x4 WALLS AND 5%" PSL RIM AT 2x6 WALLS, AROUND ALL STAIR, ELEVATOR, AND MECHANICAL SHAFTS, TO COMPLY WITH FIRE SEPERATION RATING PER ARCHITECT. 14. NOTCHES AND HOLES IN MANUFACTERED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS NOTED OTHERWISE. 15. HANDRAILS AND GUARDRAILS, INCLUDING CONNECTION TO THE MAIN STRUCTURE, ARE DESIGN -BUILD BY GENERAL CONTRACTOR PER GENERAL STRUCTURAL NOTES. 16. REFERENCE ARCHITECTURAL AND BUILDING ENVELOP DRAWING FOR WATERPROOFING DETAILS AND REQUIREMENTS. 17. REFER TO 4/S6.51 FOR SUPPORT OF ERV MECHANICAL UNITES. A 18. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend 0 ® STRUCTURAL WALL OR POST BELOW SPAN DIRECTION L _ _ _ _ J L J STRUCTURAL WALL OR POST ABOVE < e > EXTENT OF JOISTS NON-STRUCTURAL WALL BELOW HEADER/BEAM PER PLAN Flush Beam Schedule Joist Schedule Mark Beam Hanger Bearing Studs Mark Joist B1 LSL 1%x 11% HU11 2 A 11% TJI/110 @ 16" oc B2 B3 LSL 32 x 11% PSL 5% x 11 % HU412 HGUS 5.50/12 2 3 11 J2 J3 11%TJI/560 @ 161, oc 2x10 @ 16" oc. B4 PSL 7 x 11% HGUS 7.25/10 4 J4 2x4 @ 12" oc. B5 412 HUC412 2 3 3 2 o B6 6x12 HUC612 B7 GL 5 a x 10 2" STRINGER HUC610 w/ SLOPED SEAT B8 44 HU44TF Bearing Wall Schedule Mark Level 2x4 2x6 BW1 ROOF @ 16" oc @ 16" oc LEVEL 3 @ 16" oc @ 16" oc LEVEL 2 @ 12" oc @ 16" oc Post Schedule Mark Post Remarks Pi 6x6 POST W/ CCQ/ECCQ CAP & ABU BASE P2 6x6 POST W/ CCQ/ECCQ CAP & (2)HGA10 BASE 6x6 STRONGBACK W/ * POST TO RECIEVE P3 (2) A35 TOP & BOT PRE-ENGINEERED CANOPY BY OTHERS P4 44 POST W/ CCQ CAP & ABU BASE 0 R, 1 2 3 4 131 RIM CONT. OVER EXT. OPNG, TYP. (D U U U U U U �� CD CD CD CD CD CD co N N N N N N V V Cn Cn Cn Cn r Cn Cn Cn U U U U N U U U W4 W4 W4 Cl) A W4 W4 W4 ALL EXTERIOR WALLS PROVIDE JOIST HGR. W4 SHALL BE W6 U.N.O. TO B1 RIM OVER co Cl)(2) C EXT. OPNG. TYP. T W I GL 3%x9 HD W2 4x10 r B2 O O HDR. T (2) CS16Ir-138S 3 1 PRE-MANUF.TRUSSES i i I B8 A I @ 24" oc. .40 I I I I 12/S6.31; - -- -- -- -- -- N C\, N N N N 7/S6.31 C) Ci Ci Ci CD CD C'�, o o 8/S6.21 Cn co v o o C L11 � V B - - o W2 W2 W2 W2 W2 UC � HU HU C El C - -- --- -- ml C m B7 66m M m B5 CM U U U U u= U u= Q _% _ Qom/ B5 ��� B7 Qom/ B5 10/S6.41 %M _4 C (2) CS16 � 12/S6.41 (2) CS16r- 4/S6.21 (2) CS16 (2) CS16 D (2) CS16 5 co co U N co CD Cn Cn N NIWCW-D W4 7 T T Cn T Cn Cn W U U U U N N N N 4 W4 N T N ,-------B4----- T B8 HWP7.12 TOP - i FLANGE OFFSE- HWG7 TOP FLANGE OFFSE' N e N N SA'R �L�� C)POON =_B4 B8-- Q 9c T T T Cn Cl) Cn Ui U U (2) CS16 (2) CS16 4/S6.21 v ^� 10/S6.21 4/S6.21 131 RIM CONT. O� EXT. OPNG, TYP. Cn Cn U U W4 C) C) C) �\ Q x T CD C:) >\O CD : m m m (2) CS16 U U 0 M U im J j 1, CS16 - W2 W2 �� ----- - W4 , co HU UC co HU s% co� N CM cc B5 B5 CM C B6�n Lc) ,� C � r CY] M 00 g 7 m M CO N N N N m Q� CD U U U U H Cn N =u u= =u u= ?u B5 �iOj B7 Q�� B5 A� .O� cO A� :/B '� A> Q� AJ QN r 65 7B5 r B5 T - -RT4xff - PT4x8 - PT4x8- �Tl n = n n = A, N = n n HDR HDR HDR m B7 B6 m co m B5 `� B5 B5 B5 B5 m co m C-) UC U HU HU HU C� co W2 c`D W2 2 W2 W2 Cr co��Q 2 W2 RE V 11 100 j ��� r T T cp T T T T N T T (D T T T Cn U) Cn Cn N CIN Cn Cn CD C/) U) N N Cn Cn c�) CS16U \6 c�� c�� c�� -7) cam.) c i c�� c�� `' A c�� c�) PROVIDE JOIST HGR. C\j C�j N N N N� 0 ^ � N N N N TO B1 RIM OVER CD CD 0 CD CD CD CD CD EXT. OPNG. TYP. -7) 8/S6.21 � Cn � J J B2 C:) 0 En r 0 M M M J J 138 � 138 138 138 .00 m m B8 �I; i loo N V B1 RIM W4 U cD T T U U 131 RIM CONT. OVER EXT. OPNG, TYP. 4x10 1 HDR. W4 W4 W4 CIO c9 C.0 Cn Cn U co n U U n n v C-3 U U B5 =n n= M ❑O f- I- F_ F- H JC, U U U U W2 W2 W2 G5�0 (2) CS16 N N N N -7)-7) Cf) Cf) (2) CS16 � o 0 J J 0 o ALL EXTERIOR WALLS SHALL BE W6 U.N.O. B8 4/S6.21 r3q v__ TB4--------�} 1/S6.21 U) vco 10x26 (2) CS16 9/S6.41 1 r ALL EXTE N �, SHALL BI o Cn <iu;; (2) CS16 T 4 W4 4 W4 W4 W4 W4 W4 W4 T T T T T Cn T T T T T T T T Cn Cn Cn Cn Cn Cn Cn Cn Cn Cn Cn Cn Cn C.')cD C-3 C-D U U U U U U U U C-D co cD co co to to N Cn Cn Cn Cn U UI U U U U U 19 21 Level 2 Framing Plan - Building C & D Scale: 1/8" = V-0" HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360.629.111, P.O. Box 1270 10031 SR 532, Site B Stanwood, WA 9s292 www.de igns nw. COM \Irfj"w L ENNEEIN SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N 0 UU00 O z Z 0 Q LU w C� J C" z LUC" FM W LL Vco O0.M N WL0 N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set r� o O CONTENTS: LEVEL 2 FRANR98UB PLAN - B U I L D Ifto4 2023 CITY F EDMONDS C D DEVELOPMENT SERVICES DEPARTMENT SCALE: 1/8" = 1'-0" DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S2n22 C/) C/) U U CS16 CS16 4/S6.21 CS16 CS16 W2 Q1� A� 4V B7 � B5 �n n� B7 _ cc cfl cc T T T rn U) U) � m - U U U HU u u W3 W3 CV N CV U) o 0 J J 0o 0o 0 0 B8 T o - o C 4x10 T T HDR. I W4 W4 W4 W4 (fl T C) U CO Cfl Cfl CD CD cp T T T T T cn cn cn cn cn U U U U U U) U CS16 CS16 4/S6.21 v CS16 CS16 4; CS16 CS16 CS16 � 4/S6.21 CS16 ALL EXT. WALLS SHALL BE W6, U.N.O. CS16 CS16 49 A� Q1- B5 B7 I_TI /0. Q� B5 _ B7 _T U) U U 2 A� /0 12 CS16 CS16 7/S6.41 CS16 A ALL EXTERIOR WALLS SHALL BE W6 U.N.O. 12/S6.41 / I CS16 CS16 2/S6.41 v CS16 4/S6.21 v CS16 7/S6.41 v CS16 3: CS16 131 RIM CONT. OVER EXT. OPNG, TYP. 0 Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. 2. TYPICAL FLOOR FRAMING CONSISTS OF FINISHED FLOOR PER ARCHITECTURAL OVER 1" CONCRETE TOPPING (120 PCF MAX DENSITY) OVER 3/4" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 3. TYPICAL ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL OVER 1/2" COX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 4. TYPICAL EXTERIOR HEADERS SHALL BE FLUSH FRAMED. RIM JOIST SHALL BE MINIMUM 13/4" THICK LSL AND BE CONTINUOUS OVER OPENINGS. PROVIDE JOIST HANGER TO RIM WHERE JOISTS PERPENDICULAR TO OPENINGS. 5. TYPICAL INTERIOR HEADERS OVER OPENINGS IN STRUCTURAL WALLS SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. 6. SEE S600 SERIES SHEETS FOR TYPICAL WOOD FRAMING DETAILS. 7. PROVIDE A MINIMUM OF (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS U.N.O. 8. ALL BUNDLED STUDS CALLED OUT AT ENDS OF HEADERS AND BEAMS SHALL BE PROVIDED AT EACH LEVEL BELOW WHICH THE MEMBER OCCURS. REFER TO 4&8/S6.11 FOR BUNDLED STUD FRAMING REQUIREMENTS. 9. "BW" INDICATES BEARING WALL BELOW FRAMING SHOWN. REFER BEARING WALL SCHEDULE. ALL STRUCTURAL QWALLS SHOWN ARE TO BE BW1 UNLESS NOTED OTHERWISE. ALL BEARING WALLS SHALL BE DOUG-FIR #2, 2 2/DOUG-FIR SPECIES TOP & BOTTOM PLATES. NON -BEARING WALLS SHALL BE 2x4 OR 2x6 @ 12" oc. 10. "W" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETIAL 2/S6.11. PROVIDE JOIST OR BLOCKING ABOVE ALL SHEARWALLS PER DETAIL 6/S6.11. ALL EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 11. REFER 10/S6.11 FOR NAILING AT SHEARWALL INTERSECTIONS. 12. ALL LOCATIONS OF PENETRATIONS IN FLOOR AND WALL FRAMING SHALL BE COORDINATED WITH MECHANICAL DRAWINGS AND REQUIREMENTS SHOWN ON S6.41. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE A %" PER FLOOR WOOD SHRINKAGE. 13. PROVIDE 3 2" LSL RIM AT 2x4 WALLS AND 5 4" PSL RIM AT 2x6 WALLS, AROUND ALL STAIR, ELEVATOR, AND MECHANICAL SHAFTS, TO COMPLY WITH FIRE SEPERATION RATING PER ARCHITECT. 14. NOTCHES AND HOLES IN MANUFACTERED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS NOTED OTHERWISE. 15. HANDRAILS AND GUARDRAILS, INCLUDING CONNECTION TO THE MAIN STRUCTURE, ARE DESIGN -BUILD BY GENERAL CONTRACTOR PER GENERAL STRUCTURAL NOTES. 16. REFERENCE ARCHITECTURAL AND BUILDING ENVELOP DRAWING FOR WATERPROOFING DETAILS AND REQUIREMENTS. 2 17. REFER TO 4/S6.51 FOR SUPPORT OF ERV MECHANICAL UNITES. 18. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Leaend ZL 0 ® STRUCTURAL WALL OR POST BELOW SPAN DIRECTION L _ _ _ _ -1 L -1 STRUCTURAL WALL OR POST ABOVE < � > EXTENT OF JOISTS NON-STRUCTURAL WALL BELOW HEADER/BEAM PER PLAN Flush Beam Schedule Joist Schedule Mark Beam Hanger Bearing Studs Mark Joist 131 LSL 1%x 11% HU11 2 A 11% TJI/110 @ 16" oc B2 LSL 3% x 11% HU412 2 J2 11% TJI/560 @ 16" oc B3 PSL 5% x 11% HGUS 5.50/12 3 1 J3 2x10 @ 16" oc. B4 PSL 7 x 11% HGUS 7.25/10 4 J4 2x4 @ 12" oc. B5 412 HUC412 2 3 3 2 B6 6x12 HUC612 B7 GL 5% x 10%" STRINGER HUC610 w/ SLOPED SEAT B8 44 HU44TF Bearing Wall Schedule Mark Level ROOF BW1 LEVEL 3 LEVEL 2 Post Schedule 2x4 2x6 Mark Post @ 16" oc @ 161, oc Pi 6x6 POST W/ CCQ/ECCQ CAP & ABU BASE @ 1611 oc @ 161, oc @16"oc P2 6x6 POST W/ CCQ/ECCQ CAP & (2)HGA10 BASE @12"oc P3 6x6 STRONGBACK W/ (2) A35 TOP & BOT P4 44 POST W/ CCQ CAP & ABU BASE Level 3 Framing Plan - Building A & B Scale: 1/8" = V-0" Remarks * POST TO RECIEVE PRE-ENGINEERED CANOPY BY OTHERS AW\ HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360.629.1111 P.O. 13ox 1270 10031 SR 532, Snite B Stanwood, WA 98292 www.designsnw.com STMMTMAL ENMNEMNS SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O Uj00 a 3: O z Z z 0 Q L w C� J z LU w T_ V O Ja M N U04 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set ro O CONTENTS: LEVEL 3 FRANRF98UB PLAN - B U I L D Ifto4 2023 CITY F EDMONDS A B DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT No: 12034-2021-01 SHEET: S2n3l Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. 2. TYPICAL FLOOR FRAMING CONSISTS OF FINISHED FLOOR PER ARCHITECTURAL OVER 1" CONCRETE TOPPING (120 PCF MAX DENSITY) OVER 3/4" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 3. TYPICAL ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL OVER'/z" CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8d @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 4. TYPICAL EXTERIOR HEADERS SHALL BE FLUSH FRAMED. RIM JOIST SHALL BE MINIMUM 13/4" THICK LSL AND BE CONTINUOUS OVER OPENINGS. PROVIDE JOIST HANGER TO RIM WHERE JOISTS PERPENDICULAR TO OPENINGS. 5. TYPICAL INTERIOR HEADERS OVER OPENINGS IN STRUCTURAL WALLS SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. 6. SEE S600 SERIES SHEETS FOR TYPICAL WOOD FRAMING DETAILS. 7. PROVIDE A MINIMUM OF (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS U.N.O. 8. ALL BUNDLED STUDS CALLED OUT AT ENDS OF HEADERS AND BEAMS SHALL BE PROVIDED AT EACH LEVEL BELOW WHICH THE MEMBER OCCURS. REFER TO 4&8/S6.11 FOR BUNDLED STUD FRAMING REQUIREMENTS. 9. "BW" INDICATES BEARING WALL BELOW FRAMING SHOWN. REFER BEARING WALL SCHEDULE. ALL STRUCTURAL WALLS SHOWN ARE TO BE BW1 UNLESS NOTED OTHERWISE. ALL BEARING WALLS SHALL BE DOUG-FIR #2, 2/DOUG-FIR SPECIES TOP & BOTTOM PLATES. NON -BEARING WALLS SHALL BE 2x4 OR 2x6 @ 12" oc. 10. "W" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETIAL 2/S6.11. PROVIDE JOIST OR BLOCKING ABOVE ALL SHEARWALLS PER DETAIL 6/S6.11. ALL EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 11. REFER 10/S6.11 FOR NAILING AT SHEARWALL INTERSECTIONS. 12. ALL LOCATIONS OF PENETRATIONS IN FLOOR AND WALL FRAMING SHALL BE COORDINATED WITH MECHANICAL DRAWINGS AND REQUIREMENTS SHOWN ON S6.41. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE A %" PER FLOOR WOOD SHRINKAGE. 13. PROVIDE 3%" LSL RIM AT 2x4 WALLS AND 5%" PSL RIM AT 2x6 WALLS, AROUND ALL STAIR, ELEVATOR, AND MECHANICAL SHAFTS, TO COMPLY WITH FIRE SEPERATION RATING PER ARCHITECT. 14. NOTCHES AND HOLES IN MANUFACTERED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS NOTED OTHERWISE. 15. HANDRAILS AND GUARDRAILS, INCLUDING CONNECTION TO THE MAIN STRUCTURE, ARE DESIGN -BUILD BY GENERAL CONTRACTOR PER GENERAL STRUCTURAL NOTES. 16. REFERENCE ARCHITECTURAL AND BUILDING ENVELOP DRAWING FOR WATERPROOFING DETAILS AND REQUIREMENTS. 17. REFER TO 4/S6.51 FOR SUPPORT OF ERV MECHANICAL UNITES. A 18. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend 0 ® STRUCTURAL WALL OR POST BELOW SPAN DIRECTION L _ _ _ _ J L J STRUCTURAL WALL OR POST ABOVE < e > EXTENT OF JOISTS NON-STRUCTURAL WALL BELOW HEADER/BEAM PER PLAN Flush Beam Schedule Joist Schedule Mark Beam Hanger Bearing Studs Mark Joist B1 LSL 1%x 11% HU11 2 A 11% TJI/110 @ 16" oc B2 LSL 3% x 11% HU412 2 J2 11%TJI/560 @ 16" oc B3 PSL 5% x 11 % HGUS 5.50/12 3 nj J3 2x10 @ 16" oc. 2x4 @ 12" oc. B4 PSL 7 x 11% HGUS 7.25/10 4 J4 B5 412 HUC412 2 3 3 2 B6 6x12 HUC612 B7 GL 5 a x 10 %" STRINGER HUC610 w/ SLOPED SEAT B8 44 HU44TF Bearing Wall Schedule Post Schedule ki Q v � co C.D CD T T T C) C.n C) U U U W4 W4 PROVIDE JOIST HGR. TO 131 RIM OVER CS16 EXT. OPNG. TYP. [cog we= EXT. OPNG, TYP. N CO CD U Cn U) U U co cc CO WU 4 W4 CD CD CD CO C/) U) r cTn Cnn U U CV �U C.3 W4 W4 T B2 410 40 HDR. o - C3 CS16 � B8 1 B8 4/S6.21 1 R WALLS II I III i U.N.O. N JIMC\1 N � N � N � � Ln � O T O O � O U - T Co T C J J Cn Cn Cn J M U co U U)O CS16 O O 1/1 VI O oe W2 W2 n n W2 CM uc B6 co co Co U C T T T co U U U m � B7 (� Q / = LJ Q�� B5Q`L� LJ = B7 Q`L� 131 RIM CONT. OVER EXT. OPNG, TYP. U) U) U) Cn U U U U W3 W3 CS16 PROVIDE JOIST HGR. L T11; TO 61 RIM OVER EXT. OPNG. TYP. 12/S6.4 N � M T Cn T C/) U U CO (.0 CD CD Cn W W C/) CD U CD U U U U U U U W4 W 4 W4 1 741F CS16 x10 I o - o L B2 C/)r CS16 40 N r r B8 � 4/S6.21 v N I 4/S6.21 U U U U T T T Cn C/) U) U U 131 RIM CONT. O� EXT. OPNG, TYP. U U CIO C/) U U N I I N r i6.21 N cc CDCD CD CD co U U J co J J CS16 < CCIO n N 0 11 Tj P O L CS16 � W2 n n W2 W4 W4 M Hu � u ! co CD C.D CD CD = B6 B5 B5 T C0 M m B7 c, N Q`L� Q� , N L � c cD U U c� C.6 = u u = _ Cn B5 ��0� B7 Q`L� Q�� Q�� B5 � ,B7 N �n n� ZD U:)B7 m �� B6 ® B6 B5 B5 uc W3 u W3 W3 W3 72 � .00 T V� CD CD Cp U CD CD Co Cn Cn cc Cnr Cn Cn Cn U U V� N N ~ ~ N N -7) N Cn N ­3 CS16 N CV N ) Cn O O 1-- o C/)CD J J O [Y] O!L O g2 CD CD J o 4/S6.21 o N J J rm B8 � B8 � )� �00m rn 0 0 N T B8 ALL EXTERIOR WALLS 3 SHALL BE W6 U.N.O. CS1 N 7/S6.41 CS16 CS16 W4 co co U U T o-o o-o T 410 410 T HDR. HDR. T � 8/S6.21 B7 B5 Act A� B5 B6 Ace I = B6 B7 m = CD m Cn cc U) co U) M HUG, v W3 W3 W3 u u W3 W3 co r U) CIO T U) �� V� I r U U Cp � Cn co N r Cn CO r Cn � I CS16 U U U U U � Cn CIJ Cn � � � CD CD CDC/)CS16 C/) O J M J m J M U O O m 0 B8 0 = LB8 1:21 0 0 B8 4/S6.21 T v T 410 410 T .00 HDR. HDR. - 410 CS16 T r 1 HDR. W4 W4 W4 W4 W4 W4 _ T 4 C`I kh.0 do co � co CM <co CM CIO co f T T T T T T T T Cn T T T N Cn C0 co W co co co Cn W Cn Cn (D co 0 C-) C-:) cD c� I c� cD c� C-) c� c3 C.:)Cn Cn U U W4 Cn co U I U Mark Level 2x4 2x6 Mark Post Remarks ROOF @ 16" oc @ 16" oc P1 6x6 POST W/ CCQ/ECCQ CAP & ABU BASE BW1 LEVEL 3 @ 16" oc @ 16" oc 6x6 POST W/ CCQ/ECCQ CAP & P2 LEVEL 2 @ 12" (2)HGA10 BASE oc @ 16" oc 17 18 19 6x6 STRONGBACK W/ * POST TO RECIEVE P3 (2) A35 TOP & BOT PRE-ENGINEERED CANOPY BY OTHERS P4 44 POST W/ CCQ CAP & ABU BASE W4 W4 V (_D C.D CM co W4 Cn Cn Cn C/) C3 C3 U U t:0 co Cn Cn co U U T Cn U W4 cD Cn U W4 cD cD Cn Cn U U Level 3 Framing Plan - Building C & D Scale: 1/8" = V-0" CS16 HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Site B Stanwood, WA 9s292 www.de sig ns nw. COM \IrfjF wl L ENNEEIN SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N 0 UU00 rn O z Z 0 Q LU W C� J C" z LUC" FM w LL V/ Q V 0 C\1 O M N 'rN - L 0 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set C. A D C� CONTENTS: LEVEL 3 FRAM'.1- SUB PLAN - BUILDIN1§4 2023 CITY OF EDMONDS C D DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S2n32 6 7 I I I I I � I I I i 12/S6.31 �v 12/S6.31 0 u 4 - /0 /0 U C --,�---- (2) 2x8 HDR 12/S6.31 _ v o -lk 9/S6.31 i 8 9 10 11 ALL EXTERIOR WALLS �, SHALL BE W6 U.N.O. 00 2 2x8 3 I HDR TYP. � 3 U.N.O 3 Q 9/S6.31 v d Q`L 12 LP 3 3 9/S6.31 7/S6.41 o v e PRE-MANUF. TRUSSES (2) 2x8 (2) 2x8 (2) 2x8 @ 24" oc. (typ. u.n ci) (2) 2x8 HDR cococoQ 3 12/S6.31 2 v 3/S6.31 vwY�r � 3 3 - o - o I Hu 4x10 4x10 410 HU I o o U U U _ _ 2 2 2 G L 3% x 10% H DR Q`1' Q`L Q`1' Q`L G L 3% x 10% HDR Q`1 T CIP co SHALL tit VVb U.N.U. 00 22 22.5 23 24 25 Plan Notes A 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. 2. TYPICAL FLOOR FRAMING CONSISTS OF FINISHED FLOOR PER ARCHITECTURAL OVER 1 " CONCRETE TOPPING (120 PCF MAX DENSITY) OVER 3/4" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 3. TYPICAL ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL OVER COX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 4. TYPICAL EXTERIOR HEADERS AT ROOF SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. 5. TYPICAL INTERIOR HEADERS OVER OPENINGS IN STRUCTURAL WALLS SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. A.5 6. SEE S600 SERIES SHEETS FOR TYPICAL WOOD FRAMING DETAILS. 7. PROVIDE A MINIMUM OF (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS U.N.O. 8. ALL BUNDLED STUDS CALLED OUT AT ENDS OF HEADERS AND BEAMS SHALL BE PROVIDED AT EACH LEVEL BELOW WHICH THE MEMBER OCCURS. REFER TO 4&8/S6.11 FOR BUNDLED STUD FRAMING REQUIREMENTS. A9. "BW" INDICATES BEARING WALL BELOW FRAMING SHOWN. REFER BEARING WALL SCHEDULE. ALL STRUCTURAL WALLS SHOWN ARE TO BE BW1 UNLESS NOTED OTHERWISE. ALL BEARING WALLS SHALL BE DOUG-FIR #2, 2/DOUG-FIR SPECIES TOP & BOTTOM PLATES. NON -BEARING WALLS SHALL BE 2x4 OR 2x6 @ 12" oc. 10. "W" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETIAL 2/S6.11. PROVIDE JOIST OR BLOCKING ABOVE ALL SHEARWALLS PER DETAIL 6/S6.11. ALL EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 11. REFER 10/S6.11 FOR NAILING AT SHEARWALL INTERSECTIONS. B 12. ALL LOCATIONS OF PENETRATIONS IN FLOOR AND WALL FRAMING SHALL BE COORDINATED WITH MECHANICAL DRAWINGS AND REQUIREMENTS SHOWN ON S6.41. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE A 3/8" PER FLOOR WOOD SHRINKAGE. 13. PROVIDE 3-1/2" LSL RIM AT 2X4 WALLS AND 5-1/4" PSL RIM AT 2x6 WALLS, AROUND ALL STAIR, ELEVATOR, AND MECHANICAL SHAFTS, TO COMPLY WITH FIRE SEPERATION RATING PER ARCHITECT. 14. NOTCHES AND HOLES IN MANUFACTERED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS NOTED OTHERWISE. 15. HANDRAILS AND GUARDRAILS, INCLUDING CONNECTION TO THE MAIN STRUCTURE, ARE DESIGN -BUILD BY GENERAL CONTRACTOR PER GENERAL STRUCTURAL NOTES. 1Q 16. REFERENCE ARCHITECTURAL AND BUILDING ENVELOP DRAWING FOR WATERPROOFING DETAILS AND REQUIREMENTS. 17. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Legend - C 0 ® STRUCTURAL WALL OR POST BELOW SPAN DIRECTION L - - - - J L J STRUCTURAL WALL OR POST ABOVE < > EXTENT OF JOISTS NON-STRUCTURAL WALL BELOW HEADER/BEAM PER PLAN Joist Schedule Bearing Wall Schedule Mark Joist Mark Level 2x4 2x6 RA 2x8 @ 241, oc. ROOF @ 161, oc @ 161, oc BW1 LEVEL 3 @ 16" oc @ 16" oc Post Schedule LEVEL 2 @ 121, oc @ 161, oc Mark Post A FULL HEIGHT 6x6 POST W/ P1 CCQ/ECCQ CAP & ABU BASE UD P2 6x6 POST W/ CCQ CAP & INVERTED CCQ BASE P3 FULL HEIGHT 6x6 STRONGBACK W/ (2) A35 TOP & BOT Roof Framing Plan - Building A & B Scale: 1/8" = V-0" HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Site B Stanwood, WA 9s292 www.de sig ns nw. com \IrfjF wl L ENNEEIN SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O 00 UU am Cn O FillCO 0 z0 0 LU LU C') J z LU Fco EE l­_ �� � LLI ♦ � LLI v V O � U) N LU N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 1 03-17-23 Conformed Set C A D Lr�J CONTENTS: ROOF FRAMINWESUB PLAN - BUILD I-N C§4 2023 CITY OF EDMONDS A B DEVELOPMENT SERVICES DEPARTMENT SCALE: 1/8" = 1'-0" DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S2n4l Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. 2. TYPICAL FLOOR FRAMING CONSISTS OF FINISHED FLOOR PER ARCHITECTURAL OVER 1" CONCRETE TOPPING (120 PCF MAX DENSITY) OVER 3/4" T&G PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 3. TYPICAL ROOF FRAMING CONSISTS OF ROOFING PER ARCHITECTURAL OVER CDX PLYWOOD, FACE GRAIN PERPENDICULAR TO SUPPORTS OVER JOISTS PER PLAN. NAIL SHEATHING WITH 8D @ 6" O.C. EDGES AND OVER SHEARWALLS/DRAG STRUTS, 12" O.C. FIELD. 4. TYPICAL EXTERIOR HEADERS AT ROOF SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. 5. TYPICAL INTERIOR HEADERS OVER OPENINGS IN STRUCTURAL WALLS SHALL BE (2) 2x8 U.N.O. REFER TO 3/S6.11. 6. SEE S600 SERIES SHEETS FOR TYPICAL WOOD FRAMING DETAILS. 7. PROVIDE A MINIMUM OF (2) BEARING STUDS AT EACH END OF ALL HEADERS AND BEAMS U.N.O. 8. ALL BUNDLED STUDS CALLED OUT AT ENDS OF HEADERS AND BEAMS SHALL BE PROVIDED AT EACH LEVEL BELOW WHICH THE MEMBER OCCURS. REFER TO 4&8/S6.11 FOR BUNDLED STUD FRAMING REQUIREMENTS. 9. "BW" INDICATES BEARING WALL BELOW FRAMING SHOWN. REFER BEARING WALL SCHEDULE. ALL STRUCTURAL A WALLS SHOWN ARE TO BE BW1 UNLESS NOTED OTHERWISE. ALL BEARING WALLS SHALL BE DOUG-FIR #2, 2/DOUG-FIR SPECIES TOP & BOTTOM PLATES. NON -BEARING WALLS SHALL BE 2x4 OR 2x6 @ 12" oc. 10. "W" INDICATES PLYWOOD SHEATHED SHEARWALL BELOW FRAMING SHOWN. REFER SHEARWALL SCHEDULE ON DETIAL 2/S6.11. PROVIDE JOIST OR BLOCKING ABOVE ALL SHEARWALLS PER DETAIL 6/S6.11. ALL EXTERIOR WALLS SHALL BE W6 UNLESS NOTED OTHERWISE. 11. REFER 10/S6.11 FOR NAILING AT SHEARWALL INTERSECTIONS. 12. ALL LOCATIONS OF PENETRATIONS IN FLOOR AND WALL FRAMING SHALL BE COORDINATED WITH MECHANICAL DRAWINGS AND REQUIREMENTS SHOWN ON S6.41. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMMODATE A 3/8" PER FLOOR WOOD SHRINKAGE. 13. PROVIDE 3-1/2" LSL RIM AT 2X4 WALLS AND 5-1/4" PSL RIM AT 2x6 WALLS, AROUND ALL STAIR, ELEVATOR, AND MECHANICAL SHAFTS, TO COMPLY WITH FIRE SEPERATION RATING PER ARCHITECT. 14. NOTCHES AND HOLES IN MANUFACTERED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS NOTED OTHERWISE. 15. HANDRAILS AND GUARDRAILS, INCLUDING CONNECTION TO THE MAIN STRUCTURE, ARE DESIGN -BUILD BY GENERAL CONTRACTOR PER GENERAL STRUCTURAL NOTES. 16. REFERENCE ARCHITECTURAL AND BUILDING ENVELOP DRAWING FOR WATERPROOFING DETAILS AND REQUIREMENTS. 17. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. Leaend 0 ® STRUCTURAL WALL OR POST BELOW SPAN DIRECTION L _ _ _ _ J L J STRUCTURAL WALL OR POST ABOVE <= > EXTENT OF JOISTS NON-STRUCTURAL WALL BELOW HEADER/BEAM PER PLAN Joist Schedule Mark Joist RA 2x8 @ 24" oc. Post Schedule Mark Post Pi FULL HEIGHT 6x6 POST W/ CCQ/ECCQ CAP & ABU BASE P2 6x6 POST W/ CCQ CAP & INVERTED CCQ BASE P3 FULL HEIGHT 6x6 STRONGBACK W/ (2) A35 TOP & BOT Bearing Wall Schedule Mark Level 2x4 2x6 BW1 ROOF @ 16" oc @ 16" oc LEVEL 3 @ 16" oc @ 16" oc LEVEL 2 @ 12" oc @ 16" oc B 1zr 7, 2 HKIL-IVIANUF. I HU55t5 @ 24" oc. (typ. u.n.o) 3 I I (2) 2x8 o HDR TYP. U.N.O 0 10/S6.31 u) CDHU T T I � U Q M w T ALL EXTERIOR WALLS SHALL BE W6 U.N.O. 5 6 7 (2) 2x8 HDR oT-15/o - 0 I T L.L X U Q C SHALL tit VVb U.N.U. C15D 16 17 18 19 20 21 Roof Framing Plan - Building C & D Scale: 1/8" = V-011 HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Snite B Stanwood, wA 9s292 www.designsnw.com \Irfj"w L ENNEEtE1N SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved CO N Q 00 UU am Cn O FMCO 0 z0 0 LU LU C') J Z LU Fco EE l­_ LLI LtJ C/) LL O M N LU N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set C A D Lr`I CONTENTS: ROOF FRAMINWESUB PLAN - BUILD I-N C§4 2023 CITY OF EDMONDS C D DEVELOPMENT SERVICES DEPARTMENT SCALE: 1/8" = 1'-0" DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S2n42 D 3'-0" min. • ALL FASTENERS INTO PRESSURE SECOND POUR FIRST POUR TREATED WOOD SHALL BE GALV. PANEL EDGE NAILING OVER OR STAINLESS STEEL PER HOLDOWN STUDS/POST GENERAL NOTES SEE PLAN FOR SLAB /$" x 1/2" PRE —MOLDED SEE PLAN FOR SLAB KEYED JOINT. HOLDOWN (where occurs) • REFER SHEARWALL SCHEDULE FOR THICKNESS AND CONT. MASTIC JOINT STRIP. THICKNESS AND STOP REINF. 1" CLEAR CONCRETE WALL PER PLAN W/ A.B. PER ADDITIONAL RIM & SILL PLATE REINFORCING (typ.) (joint may be saw cut at REINFORCING (typ.) OF JOINT EACH SIDE SIZE REQUIREMENTS contractor's option) ADD DIAGONAL IN WALL HOEDOWN SCHEDULE MATCH WAL TO L REINF. SHEARWALL PER PLAN P.T. 2x PLATE W/ A.B. PER SHEARWALL SCHEDULE NAILING PER SHEARWALL (5/8" 0 @ 48"oc elsewhere) o x a SCHEDULE SLAB ON GRADE a a a a a < a a a a < %\\%\\IA,�/,�,\%\\%�\%\\%�\%\\%\\%\\%/ \%\\%\\%\\%\\%\\%\\%\\%\\ \\%\\%\\%\\%\\%\\%\\%\\%\\j � � - � � CD `/j\\//\\//\\// /� \�\\�\\�\\r (2)#4 CONT. TOP (1 ea. side of a.b.) rl :1 - PER PLAN /\\//\\//\\//\\//\\//\\////\\//\\//\\ \\\\\\\\\\' r, r\ r\ r\ r\ r\ r\ r\ r\ i r oo fi a a a a a a CUT ALTERNATE PLASTIC VAPOR BARRIER PLASTIC VAPOR BARRIER NORMAL FOOTING0.1 WIRES AT JOINT AND COMPACTED GRANULAR AND COMPACTED GRANULAR \/ .� REINFORCING / /\ FILL PER PLAN FILL PER PLAN #4 @ 18„ oc VERT. CTRD. PROVIDE CONTROL OR CONSTRUCTION\\/ ADD BARS TO /\// ' N � � II MATCH NORMAL I \\/\ //�i// \/�' (alt. bends) \/\\/\\� JOINTS IN SLABS ON GRADE TO BREAK \ o � •`—' \ REINFORCING / //\ � � j\ j\ j\ r\/\/\ #4 (� 12 „ oc HORIZ. CTRD. \\\\� Control Joint UP SLAB INTO RECTANGULAR AREAS Construction Joint ///\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j //\\� / y/ OF 250 SQUARE FEET OR LESS. AREAS LINE OF EXCAVATIONji�ji�ji�ji�ji�ji�ji�ji j�j\�j o %\\// (2)#4 CONT. BOT. TO BE APPROX. SQUARE AND HAVE NO / \/� ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. NORMAL FOOTING `, //� ///\\ /\r \//\/\/ \/� REINFORCING 2 3 5" 8" 5" 4 Typical Slab Joints w.w.m. yp � ) Typical Stepped Footing Yp pp 9 Exterior a I w/ Slab on Grade PER ARCH. PANEL EDGE NAILING OVER SHEATHING CAN BE PLACED CORNER BARS TO CORNER BARS TO HOLDOWN STUDS/POST ON EITHER FACE OF WALL CORNER BARS TO MATCH CROSS WALL CORNER BARS TO MATCH CROSS WALL P.T. 2x PLATE W/ A.B. MATCH EXTERIOR HORIZ. REINF. MATCH HORIZ. REINF. HORIZ. REINF. Q SHEARWALL PER PLAN PER SHEARWALL SCHEDULE HORIZ. REINF. (alt. hooks) (5/8" 0 @ 48"oc elsewhere) Q HOLDOWN (where occurs) o \//\//\// \//\//\/ ///\//\ =_/\\/ \\/ PER PLAN W/ A.B. PER HOEDOWN SCHEDULE EMBED HEADED BOLT OR ALL— ....... /\\/\\ THREAD W/ WASHER &NUT 9" //� NAILING PER SHEARWALL SCHEDULE C� HDU HOEDOWNS IN LIEU OF A.B. PER HOLDOWN SCHEDULE /////\//\ j\\j/\\j (5/8 0 @ HDU2, HDU4 & HDU5, ADDITIONAL TYP. CORNER ADDITIONAL TYP. CORNER j /\\ PIPE SLEEVES //\//\/ \//\ j /\\//\\ SLAB ON GRADE PER PLAN/8"0 @ HDU8, 1" @ HDU11) VERT. BARS BARS: 24 VERT. BARS BARS: 24 AS REQD. %:�' %//% //% ' \// '//%//%/ \//%//% 1//%' CD \ /\\/\\\ CROSS WALL CROSS WALL :' / \ \\ \\ \\ \\\ \\ \\ \\ \\ \ 1 //%//%//%// //%//%//%//%//%//% //%//%//%/� \//%/�\/�\//%/�\//% / / �\/// \/,h� \\\\/ \\/\\/\\/\\/\\/\\\\\\/ \\\ \/\/\/\/\/\/\/\//\/\/ • ALL FASTENERS INTO PRESSURE /////////\///\/ . �\ . \�\ \ TREATED WOOD SHALL BE GALV. (2)#4 CONT. TOP & BOT. 2'-0" min. EXCAVATION NOT OR STAINLESS STEEL PER 1'-6" ALLOWED BELOW GENERAL NOTES u.n.o. Double Curtain Single Curtain THIS LINE • REFER SHEARWALL SCHEDULE FOR ADDITIONAL RIM & SILL PLATE SIZE REQUIREMENTS 6 7 Q Typical Corner yp Bars at Concrete Walls and Footings 9 Pipe and Trench Locations p Interior Part Wall y w/ Thickened Slab O I HOLDOWN POST (Install with arrow 45° Q ANCHOR BOLT, TYP. PER SCHEDULE I I I PANEL EDGE NAILING I I POST, PLINTH, & FTG. on top of the bolt I' I I OVER ALL HOLDOWN oriented as shown) a ° a OUTER EDGE OF HDU HOLDOWN I CONCRETE, TYP. I I STUDS I I PANEL EDGE NAILING OVER SHEATHING CAN BE PLACED Corner a �24 ° ° I FRAMING CONT. POST PER PLAN HOLDOWN STUDS/POST ON EITHER FACE OF WALL Installation 0" SHEARWALL PER PLAN II WHERE OCCURS I I P.T. 2x PLATE W/ A.B. e° ABU SERIES SHEARWALL PER PLAN PER SHEARWALL SCHEDULE ° 10"sq. PLINTH REINF. W/ POST BASE W/ (5/8" 0 @ 48"oc elsewhere) a ° a SSTB PER SCHEDULE (4)#4 x L VERT. & #3 x 0 5/8 0x7 A.B. HOLDOWN where occurs ) (W/ CONT. #4 EA. SIDE OF a° ° ° a ° a @ 6"oc W/ (3)#3 x 0 IN TOP 5 OF PLINTH PER PLAN A.B. PER EMBED HEADED BOLT OR ALL — ANCHOR BOLT a a a° HOEDOWN SCHEDULE THREAD W/ WASHER & NUT 9" (Bolt may be installed 135'/90'/45° a °a �a a 3 °O E NAILING PER SHEARWALL SCHEDULE r @ HDU HOLDOWNS IN LIEU OF A.B. PER HOLDOWN SCHEDULE 45° to 135° as shown) Holdown Schedule SLAB ON GRADE (5/8"0 @ HDU2, HDU4 & HDU5, Non -Corner ��� s Plan Anchor A.B. Holdown Post 0 ���\ \\/�� PER PLAN HDU8, 1" HDU11) Installation 0' Mark Screws Bolt Embed if 2x4 if 2x6 FOOTING SIZE - �� �� HDU5 (14)SDS /4 x2/2 5 �� SB /8x24 18 4x4 4x6 REINF. PER PLAN HDU8—SDS2.5 (20)SDS 1/4%21/2" SSTB28 247/8" 4x6 6x6 ALL FASTENERS INTO PRESSURE %�\//\ \\ TREATED WOOD SHALL BE GALV. \\ \\ \\ \\ \\ \\ OR STAINLESS STEEL PER \///0/0/,\///.\///.\///.\�/�\. \ \ \ \ � \\ ( Install with arrow top the bolt .a o 135° � o � > 1 HDU11—SDS2.5 (30)SDS /4 x2/2 SB1x30 24 4x8 6x6 GENERAL NOTES • ALL FASTENERS INTO PRESSURE » (2)#4 CONT. TOP & BOT. on of o oriented as shown) oa MINIMUM SIZE OF POST AT END OF WALL UNLESS OTHERWISE TREATED WOOD SHALL BE GALV. 1 —6 o N 0 LESS STEEL PER u.n.o. Corner a o NOTED ON FRAMING PLANS. GOENERALNNOTES Installation a o a 0° • REFER SHEARWALL SCHEDULE FOR ADDITIONAL RIM & SILL PLATE SIZE REQUIREMENTS 12 Typical HDU Holdown Deck or Canopy Post Footing - Square Plinth Interior Wall w/ Thickened Slab HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360 629. 3441 P.O. Box 1270 10031 SR 532, Snite B Stanwood, wA 98292 www.designsnw.com SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O UU00 rn O z z 0 Q LU W FM C� J Z W w V♦ L U) (,i� c0 O0.M N LU Q 00 N ao CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set D 711 B CONTENTS: CONCRETE DETAILS RESUB Apr 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S4n11 LEVEL BACKFILL Property Line Wall w/ Key Schedule Stem Reinforcing Footing Reinforcing Key Reinforcing H (ft .) B 1 is tf D W Vert. Horiz. Bot. Longit. Longit. Vert PROVIDE FREE —DRAINING ° j\\' MATERIAL ° /\\/� 4'— 0" l'-9" 8" 10" 6" 8" #4 @ 18"oc #4 @ 12"oc — (3)#5 (1)#4 #4 @ 12"oc 6'-011 S-6" 8" loll 11" 8" #5 @ 12"oc #4 @ 12"oc — (4)#5 (1)#4 #4 @ 12"oc 11/2 clr. @ #4's 8'— 0" 4r —9n 10" 12" 17" 10" #5 @ 9» n oc #4 @ 10 oc — (6)#5 (1)#4 #4 @ 12" oc 10'-0" 7'-3" 10" 9s 18" 24" 10" #7 @ 12"oc #4 @ 10"oc — (8)#5 (2)#4 #4 @ 12"oc FOOTING DRAIN \/// ////\// //�`� BY OTHERS I / /\//� W 61 is Property Line Wall w/ Key Schedule P Y Y POST, PLINTH, & FTG. I I I I POST, PLINTH, & FTG. I I STEEL COLUMN I I PER PLAN I I ICI (2)#4 CONT. TOP I II , I (1 ea. side of a.b.) I I SLAB ON GRADE II I I I I PER PLAN #4 @ 18"oc VERT. CTRD. j j STEEL COLUMN (alt. bends) I I PER PLAN 00 E •��• •t t \�/�\ ° °° SLAB ON GRADE I I I I I I �% PER PLAN @ 12"oc HORIZ. CTRD. /\///////////// //////////\�/\ O\\�/\\/�\\ FOOTING SIZE & REINF. FOR STEEL BASE E FOOTING SIZE & REINF. REFER TO 12/S4.21 PER PLAN FOR STEEL BASE E REFER TO 12/S4.21 PER PLAN 5 6 7 8 COL. DIM + POST, PLINTH, & FTG. + 6" SHEARWALL PER PLAN E 1/21$ o P.T. 2x BASE PLATE 1/4 0 W/ A.B. PER SHEARWALL SCHEDULE (5/8" 0 @ Ef 41 48" oc. elsewhere) POST PER PLAN NAILING PER SHEARWALL SCHEDULE -4: • (2) #4 CONT. TOP ABU SERIES BASE W/ ti 5/8„ 0 x 7" A.B. \\/\\/\\/\/\\/\\/\\/\ %/%/%/%/%// `�/%\\//%/%/%/%/%/%// SLAB ON GRADE PER PLAN I #4 @ 12" oc. HORIZ. C, I LJ I I I COLUMN PER PLAN #4 @ 18" oc. VERT. (alt. ( blends) O O/\\ \db Al db /\\//\\//\\// I / \\ \\ \\ �\ \\ \\ �\ �\ \\ \ / / '\\\i\\\i ap d a ° . a • d 3 „ , �. a Q (2) /4 D ANCHOR OR BOLTS 5" 8"5" (2) #4 CONT. BOT. FOOTING SIZE &REINF. a ,r PER PLAN A 9 10 Post Footing w/ Slab on Grade - ABU Baseplate - HSS Column 12 AW\ HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Snite B Stanwood, WA 98292 www.designsnw.com Si L ENSINEMNS SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved c0 (N C:) 00 LUrn O CO 0 o Q LU w Z LU l­_ C0 FEEw w 00 C/) LL O J N 0 Ln LUN 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set o D Lr�J CONTENTS: CONCRETE DETAILS RESUB Apr 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S4n2l Shearwall Schedule 0000©O SAWN OR MFR. 16d NAILING LUMBER. 2x MIN. PER SCHEDULE Panel Edge Top Plate Connection Base Plate Connection Mark Sheathing SEE NOTES FOR Nailing if TJI if Wood 9 at Wood 10 at Concrete ADDITIONAL 2x NAILER REQUIREMENTS �; W6 15/32" CDX PLYWOOD 8d @ 6"oc 16d @ 6"oc A35 @ 24"oc 16d @ 6"oc 5/8"0 A.B. @ 48"oc EXTEND BEAM TO BEAR 1/2" EDGE MAX. TO OF f' W4 15/32» CDX PLYWOOD 8d @ 4 oc 16d @ 4 oc A35 @ 16 oc (2)rows 16d @ 6» 5 oc /8„ 0 A.B. @ 32» oc TYP. DOUBLE TOP PLATE FULLY ON BUILT-UP COLUMN 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 5/8" 0 A.B. @ 24"oc BELOW ((2) 2x's MIN.) 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 D 5/8"0 A.B. @ 16"oc BEAM PARALLEL TO WALL PER PLAN O BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d @ 12"o.c. A35 (at exterior walls only) 3/8" 1/2" O 8d NAILS SHALL BE 0.131"0 x 2 1/2" (common) - 16d NAILS SHALL BE 0.135"0 x 3 1/2" (box) OMIT @ HEADERS < 6'-0" min typ. O EMBED ANCHOR BOLTS AT LEAST 7". DRILLED AND EPDXIED THREADED ROD MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 6" EMBEDMENT. (6)16d JOIST PER PLAN 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. TYP. STUDS BEAM OR HEADER OVER EA. STUD - SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. PER PLAN TYPICAL STUDS — NAIL W/ 16d @ 12"oc - 0 e9• eq. ( TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. SEE PLANS AND HOLDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. PROVIDE (2) BEARING 16d NAILING PER SCHEDULE © ALL EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE. STUDS U.O.N. Detail B _ O 7/16" O.S.B. MAY BE SUBSTITUTED FOR 15/32" CDX. NOTE: COLUMN NAILING IS PLAN VIEW AT ABUTTING PANEL ® LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. OVER FULL HEIGHT OF COLUMN, FLOOR TO FLOOR EDGES OF W3 & W2 RIM A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. Detail D 0 AT MULTI -ROW NAILING, MINIMUM OFFSET BETWEEN ROWS AND ROW SPACING 1/2", SEE DETAIL D. D PROVIDE (3) ROWS 16d @ 6"oc AT LVL RIMS. 2 3 Detail Multi Column Parallel F.B.'s 4 Shearwall Schedule - Sheathed One Side � ) Typical Yp Header Support w/2 pp Bearing Studs 9 at -Stud at ADDED STUDS AT LEVEL BELOW BLOCKING PANEL EDGE NAILING OF SHEARWALL BELOW (4)8d INTO TOP CHORD SPLICE BEAM PERPENDICULAR BTWN. JOISTS EA. BLOCK (12)16d @ 4 oc IN TO WALL PER PLAN BLOCK RU PROVIDE 3�/2" LSL JOIST (2) ROWS AT EA. (2 ) 16d @ EA. LOORSSATIPOS (2)16d OR BLKG. @ SHEARWALLS (2)16d SIDE OF SPLICE STUD, TYP. LOCATIONS WITH EA. JOIST ABOVE W/ EDGE NAILING EA. BLOCK VERTICAL GRAIN CLOSER THAN 4"oc BLOCKING TO MATCH BUILT-UP COL. ABOVE I I (1) JOIST BAY OF TOP PLATE CONNECTION I I TJI BLKG. @ 48"oc BOTTOM CHORD JOIST PER PLAN I I W/ 16d NAILS OR I SPLICE I I A35 W/ LSL TYPICAL STUDS W/ TJI JOISTS PER PLAN SPACING PER PLAN 16d @ 4"oc AT LAST OR SINGLE ADDED STUD PANEL EDGE NAILING 16d @ 2"oc AT TYP. DOUBLE TOP 2x BLOCKING — SHEATHING PANEL JOINT - 2x BLOCKING FIRST AS PLATE PER BTWN. STUDS W/ PANEL EDGE NAILING BTWN. STUDS (IF 2 STUDSADDED BOTTOM PLATE CONNECTION TYPICAL STUDS PANEL EDGE NAILING 4'-0" min. BETWEEN SPLICES 16d @ 12"oc U.N.O. SPLICE TO OCCUR AT � COLUMN AND BEAM Bearing Wall Non —Bearing Wall OF VERT. STUD TYP. NOTE: COLUMN NAILING IS BUILT-UP COLUMN OVER FULL HEIGHT OF NOTE: COLUMN, FLOOR TO FLOOR PER PLAN SEE SHEARWALL SCHEDULE FOR ALL NAILING AND 7 8 CONNECTIONS, NOT OTHERWISE NOTED Typical Shearwall Construction Y Typical To Plate Splice p Detail at Multi -Stud Column at Perpendicular F.B.'s p Holdown Strap Schedule PANEL EDGE NAILING Plan End #Nails Ea. Holdown Studs/Post OVER ALL HOEDOWN STUDS Mark Length End Length if 2x4 if 2x6 SHEARWALL PER PLAN CS16 (1) 2x4 (1) 2x6 I I � � HOEDOWN PER PLAN 1'-2" (13) 8d CMST14 2'-6" (33) 10d 46 46 1 1 II I I SHEARWALL I I CMST12 3'-3" (43) 1Od 48 6x6 PER PLAN I I PANEL EDGE NAILING TO ALL HOLDOWN STUDS/POST W PLYWOOD SHEATHING 3 3 2 2 II _ _ ,- _ PER PLAN HOEDOWN PER PLAN = 1 1 1 II REFER TO SCHEDULE 7 ° ° ° RIM JOIST (typ.) 2 SHEARWALL PER PLAN 2 IF SHEARWALL OR o0 oe PORDOC 0 16d @ 12 oc AT PERAPLANLL I I ET/STUDS ED ° ° OTHER WALLS I I co PLYWOOD SHEATHING ° — — PER PLAN HOEDOWN STRAP ° HEADER PER PLAN INTERSECTING WALL PEPLAN REFER TO ° ° (see left if shearwall) IIII HOEDOWN/STRAP ° e ORIENTATION III FULL WIDTH VERTICAL SCHEDULE FOR PER PLAN IIII GRAIN BLOCKING ADDITIONAL INFO. WRAP STRAP IIII TO MATCH HOLDOWN PROVIDE EQUAL J ° N ° AROUND HDR/RIM STUDS/POST NUMBER OF NAILS w ( PLYWOOD PANEL EDGE NAILING PER SHEARWALL SCHEDULE o°o r PER SCHEDULE INTO HDR/RIM ° ° II ABOVE & STUDS 20 BASE PLATE NAILING PER SHEARWALL SCHEDULE °° cn I I REFER TO PLAN FOR BELOW PANEL EDGE NAILING OVER w o0 0° I I LOCATIONS WHERE EA. HOLDOWN STUD 30 16d @ 8"oc II WALL CONTINUES 10 12 Typical Shearwall Intersections Yp Typical Holdown Yp Schedule Typical Strap over Beam Yp p AW\ HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3441 P.O. Box 1270 10031 SR 532, Site B Stanwood, WA 91292 www.designsnw.— SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O UU00 rn am Cn O �z z z 0 Q LU Q C� J C" z LUC" FM W Cj) w L(']� T_ o O � M N LU N O CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set i D Lr�J CONTENTS: WOOD DETARWESUB Apr 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S6n11 TOP PLATE (where occi WOOD FRAN PER PLAN BEAM PER PLAN HOLDOWN STRAP `wIICIC UUUUIS) FLIA r-LMIv REFER TO HOLDOWN STRAP SCHEDULE FOR ADDITIONAL INFO. PROVIDE EQUAL NUMBER OF NAILS INTO STUDS ABOVE & BEAM BELOW STEEL BEAM PER PLAN E 1/4"xYd' W/ (2)SDS1/4x3 SCREWS INTO POST DEC JOIII HAi\ 2x 1/4" 1 @1 FOR CALLOUTS IN COMMON SEE 4/S6.21 JOIST & SHEATHING PER PLAN HANGER PER G.S.N BEAM PER PLAN Steel Beam on Wood Post 2 3 PANEL EDGE NAILING OVER ALL HOLDOWN STUDS/POST SHEARWALL PER PLAN NAILING PER SHEARWALL SCHEDULE (typ.) PLYWOOD SHEATHING PER PLAN (4)8d INTO EA. BLOCK PROVIDE TJI BLOCKING EACH SIDE OF STRAP CS/CMST Holdown at Floor Beam Parallel (W/TJI) PANEL EDGE NAILING OF SHEARWALL BELOW ALIGN LSL 13/4 JOIST OR BLKG. OVER SHEARWALL JOIST DIRECTION AND SHEATHING PER PLAN NAILING PER SHEARW) SCHEDULE SHEARWALL PER PLAN i PER SHEARWALL iEDULE 3d INTO EA. BLOCK .RE JOISTS ARE ZALLEL PROVIDE BLKG. @ 48"oc 16d THRU EA. ST OR BLOCK �M/HDR. PER PLAN ere occurs) Interior Shearwall Below (w/TJI's) 5 n i A II GUARDRAIL BY OTHERS II BEAM PER PLAN II POST PER PLAN AC/LCE CAPS ECCO CAP KING PER ARCH. K JOISTS PER PLAN HANGER Typical Deck w/ Guardrail Detail 'ER PLAN 0 BEAM PER IF Lr%II BOLT NAILER TO B W/ 5/8" 0 W.T.S. (countersink as rec STEEL BEAM PER FLMIN "ISTS AND EATHING R PLAN 3 SERIES HANGER Typical Flush Beam 2x CONT. NAILER x FLANGE WIDTH JOISTS & SHEATHING PER PLAN BA HANGERS 7 10 11 PANEL EDGE NAILING OVER ALL HOLDOWN STUDS/POST HOLDOWN PER PLAN (where occurs) REFER TO HD STRAP SCHEDULE FOR ADDL. INFO. NAILING PER SHEARWALL— SCHEDULE, TYP. 13/4" LSL RIM JOIST OR BEAM PER PLAN NAILING PER SHEARWALL SCHEDULE LEAVE ONE END OF STRAP UN AILED JUST PRIOR TO COVERING SHEARWALL PER PLAN • REFER TO SHEARWALL SCHEDULE FOR ADDITIONAL RIM & SILL PLATE SIZE REQUIREMENTS PANEL EDGE NAILING OVER ALL HOLDOWN STUDS/POST SHEARWALL PER PLAN (both walls where indicated) HOLDOWN STRAP (where occurs) PER PLAN. REFER TO HD STRAP SCHEDULE FOR ADDL. INFO PROVIDE EQUAL NUMBER OF SPECIFIED NAILS INTO STUDS ABOVE & BELOW BEAM LSL 13/4 JOIST OR BLKG. I VERT. GRAIN BLKG. TO MATCH HOLDOWN STUDS/POST A35 PER SHEARWALL SCHEDULE VERTICAL GRAIN BLKG. TO MATCH HOLDOWN STUDS/POST (4)8d INTO EACH BLOCK JOIST DIRECTION AND SHEATHING PER PLAN (2) 16d THRU EA. i JOIST OR BLOCK WHERE JOISTS ARE PARALLEL, PROVIDE TJI BLKG. @ 48"oc BEAM/HDR. PER PLAN (where occurs) Exterior Floor Framing 4 REFER TO SHEARWALL SCHEDULE FOR ADDITIONAL JOIST/BLKG. SIZE REQUIREMENTS NAILING PER SHEARWALL SCHEDULE (typ.) SHEATHING SHALL BE CONTINUOUS UNDER PARTY WALL (4)8d INTO EA. BLOCK �I1 JOIST DIRECTION AND SHEATHING PER PLAN A35 PER SHEARWALL SCHEDL SHEATHING CAN BE PLACED ON EITHER FACE OF WALL SHEARWALL PER PLAN (both walls where indicated) (2)16d THRU EA. JOIST OR BLOCK -WHERE JOISTS ARE PARALLEL PROVIDE TJI BLKG. @ 48"oc NAILING PER SHEARWALL SCHEDULE (typ.) LEAVE ONE END OF STRAP UNNAILED JUST PRIOR TO COVERING Party Wall (w/ TJI's) Continuous Floor Sheathing ALL HOLDOWN STUDS/POST SHEARWALL PER PLAN HOLDOWN STRAP (where occurs) VERT. GRAIN BLKG. PER PLAN. REFER TO HD STRAP TO MATCH HOLDOWN SCHEDULE FOR ADDL. INFO STUDS/POST PROVIDE EQUAL NUMBER OF SPECIFIED NAILS INTO STUDS A35 PER SHEARWALL ABOVE & BELOW BEAM SCHEDULE NAILING PER (4)8d INTO EA. BLOCK SHEARWALL SCHEDULE (typ) 77 LSL 13/4 JOIST OR BLKG. T T I, U.N.O. PER PLAN " JOIST DIRECTION AND / WHERE JOISTS ARE SHEATHING PER PLAN / PARALLEL PROVIDE TJI BLKG. @ 48"oc NAILING PER SHEARWALL / SCHEDULE (typ) / (2)16d THRU EA. LEAVE ONE END OF JOIST OR BLOCK STRAP UNNAILED JUST BEAM/HDR. PER PLAN PRIOR TO COVERING (where occurs) A SHEARWALL PER PLAN REFER TO SHEARWALL SCHEDULE FOR ADDITIONAL JOIST/BLOCKING SIZE REQUIREMENTS Interior Shearwall (w/TJI's) 12 AAW\ HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360,629.3111 P.O. Boa 1270 10031 SR 532. S,it, B 5 tanwuod. WA 98292 N zvmwv L ENNEMN SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N 0 LU00 rn a 3: O Q z z o Q LU w C� J Z Uj w um Of Vco O 0.M N Uj N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set =Co D Lr`I CONTENTS: WOOD DETAIIFF.,SUB BUILDING A &Aff 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S6n2l PROVIDE SOLID FILLER ON EITHER _-- -_- 3/16 PANEL EDGE NAILING SIDE OF BEAM -= OVER ALL HOLDOWN STUDS TO FILL SEAT - __ - 3/16 I I PANEL EDGE NAILING OF ROOF SHEATHING I I I HOLDOWN PER PLAN SHEARWALL BELOW PER PLAN I I II ICI 8d @ 6"oc SHEATHING PER PLAN SHEARWALL II r, I PER PLAN ° SHEATHE AND NAIL I I � N TRUSS TO MATCH FULL DEPTH BLOCKING L w PLYWOOD SHEATHING SHEARWALL BELOW (may be drilled for venting) Section - - - - PER PLAN PRE—MANUF. TRUSSES — PL 3/4" x GL. BM. WIDTH ° °° PER PLAN A35 PER SHEARWALL 3" 3" ° RIM JOIST (typ.) SCHEDULE SECT. , GL. BEAM PER PLAN ° -- -- ° FASCIA PER ARCH. �i PRE—MANUF. TRUSS E _ _ _ NAILING PER SHEARWALL (2) 16d TOENAILS �� PER PLAN HOLDOWN STRAP ° ° HEADER PER PLAN SCHEDULE EA. BLOCK NAILING PER SHEARWALL H1 EA. TRUSS PER PLAN REFER TO SCHEDULE per arch. N E HOLDOWN/STRAP a - a SHEARWALL BOT. CHORD BLKG. HEADER/BEAM SCHEDULE FOR �, PER PLAN @ 48"oc GL. BEAM PER PLAN ADDITIONAL INFO. WRAP STRAP SHEARWALL PER PLAN PER PLAN 3" 3" PROVIDE EQUAL J N AROUND HDR/RIM PLATE 3/8" EA. SIDE NUMBER OF NAILS ° ° w OF BEAM W/ (4) 3/4"0 — — — INTO HDR/RIM THRU BOLTS FOR CALLOUTS ABOVE & STUDS IN COMMON BELOW PANEL EDGE NAILING PL 3/4" x GL. BM. WIDTH I I SEE 1O/S6.21 OVER EA. HOLDOWN STUD STL. COL. PER PLAN L1<j0 1 Typical Strap over Yp p Beam 2 Shearwall Extension Thru Truss Depth (parallel to truss 3 p �p ) Exterior Bearing Wall 4 9 8d @ 6"oc SHEATHING PER PLAN PANEL EDGE NAILING — 8d @ 6" oc. OVER ALL HOLDOWN FULL DEPTH BLOCKING STUDS/POST 2x LEDGER W/ (may be drilled for venting) 8d @ 6 oc (3) 16d @ 16" oc. SHEARWALL PER PLAN (4)8d INTO EACH BLOCK A35 EA. RAFTER NAILING PER JOISTS AND SHEATHING TO LEDGER SHEARWALL SCHEDULE (typ) PER PLAN 2x BLKG. BTWN. FASCIA PER ARCH. RAFTERS PRE—MANUF. TRUSSES BASE PLATE NAILING PER PLAN per arch. OF SHEARWALL BELOW HOLDOWN STRAP (where PANEL EDGE NAILING 2x BLKG. occurs) PER PLAN. REFER TO HD STRAP SCHEDULE FOR ADDL. SHEATHE & NAIL TO MATCH INFO. PROVIDE EQUAL NUMBER RAFTERS &SHEATHING SHEARWALL PER PLAN SHEARWALL BELOW OF SPECIFIED NAILS INTO PER PLAN STUDS ABOVE & BELOW BEAM WHERE JOISTS ARE PANEL EDGE NAILING — PRE—MANUF. TRUSS PARALLEL, PROVIDE 2x LEDGER TO MATCH PER PLAN BEAM PER PLAN TJI BLKG. @ 48"oc RAFTER DEPTH W/ (3) ROWS 16d @ 16 oc TO H1 EA. TRUSS WHERE JOISTS ARE EA. STUD PERPENDICULAR, PROVIDE HEADER/BEAM ITS HANGER @BEAM PER PLAN FOR CALLOUTS SHEARWALL PER PLAN IN COMMON SEE 4/S6.21 5 7 Wall Exterior Floor w/TJIs Beam) � Li Light Roof 9 Ledger 9 Raised Heel Exterior Bearing O 9 8d @ 6"oc 2x BLKG. BETWEEN TRUSS 2x4 BLKG. W/(2)16d FULL DEPTH BLOCKING per arch. 8d @ 6"oc ROOF SHEATHING THRU TRUSS TOP (may be drilled for venting) SHEATHING PER PLAN (1'-6"max) PER PLAN CHORD EA. END 2x4 OUTRIGGERS LAID FLAT @ 24"oc SHEATHING PER PLAN 2x4 OUTRIGGERS (5)8d INTO EA. BLOCK LAID FLAT @ 24"oc 8d @ 6"oc SHEATHING 8d @ 6"oc PER PLAN � (2)16d THRU "'"� ' • "' " FASCIA PER ARCH. RAFTER BEAM FULL DEPTH BLOCKING FASCIA PER NOTCH OUTRIGGER (6)16d THRU BLOCK TO LET '• INTO BRACE 2 16d THRU () PER PLAN �- (may be drilled for venting) ARCH. OUTRIGGER per arch. OUTRIGGER THRU (1'4'max.) H1 EA. RAFTER RAFTER PER PLAN NOTCH TO LET H2.5T TO 4x10 BEAMS WALL FRAMED FASCIA PER ARCH. �• 8d @ 6"oc OUTRIGGER THRU _\—PONY BETWEEN TRUSSES H1 EA. RAFTER A34 (brace PRE—MANUF. TRUSSES SHEATH PONY WALL TO MATCH �� to top plate) '• PER PLAN SHEATHING PER PLAN TRUSS SHEATHED TO SHEARWALL BELOW _ 2x BLKG. BETWEEN TRUSS ° BEAM PER PLAN MATCH SHEARWALL W/ 16d @ 6" oc. per arch. BELOW (nail and sheathe per W6 POST CAP PER PLAN NAILING PER 2x4 ((2)2x4 WHERE LENGTH EXCEEDS where shearwall does SHEARWALL 6'-0") BRACE @ 8'-0"oc MAX. not occur below) SHEARWALL PER PLAN A POST PER PLAN SCHEDULE NAIL (2)2x4 W/16d @ 12"oc 8d @ 6"oc RAFTER GABLE END TRUSS SHEATHED TO 2x6 NAILER W/(2)16d PERPLANMATCH SHEARWALL BELOW TO EA. TRUSS VERT. (24"oc max.) FOR CALLOUTS A35 PER SHEARWALL SCHEDULE PRE—MFR. TRUSSES IN COMMON SEE 8/S6.31 1� PONY WALL FRAMING BTWN. TRUSSES Change 9 in Roof Elevation 9 10 Beam & Post 11 Exterior Non -Bearing Wall 12 9 AW\ HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 629. 3451 P.O. Boa 1270 10031 SR 532. S,it, B Stanwood. WA 98292 L ENMNEMNS SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O UU00 rn O �Q z 0 Q LU w C0 C� J C0 Z LU l­_ FM w T_ M l­_ V O M N LU Q 00 N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set �o D Lr`I CONTENTS: WOOD DETAIIFF.,SUB BUILDING A &Aff 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S6n3l BEARING WALL STUDS BEARING WALL STUDS STUD MAX DEPTH OF MIN DEPTH REMAINING STUD MAX DIAMETER MIN DEPTH REMAINING SIZE EDGE CUT OR NOTCH AFTER CUT OR NOTCH SIZE OF BORED HOLE AFTER BORED HOLE 2x4 '/8" 25/8" 2x4 13/8" 5/8" EA SIDE OF HOLE 2x6 13/8" 41/8" 2x6 23/16" 5/8" EA SIDE OF HOLE DIP ES 2x8 13/4" 51/2" 2x8 27/8" 5/8" EA SIDE OF HOLE HOL NOTE: 000 RE TO STUDS MAY NOT BE BORED IN EXCESS OF 40% OF THE ESA PST LRQ� STUD, IF STUDS ARE DOUBLED, BORINGS MAY BE RED D PT INCREASED TO 60% OF STUD WIDTH PROVIDED NOT � CST VOID TO BE SPPCVJID MORE STUDS ARE BORED. SHEARWALL PER PLAN S P STU D B BORINGSASHALL NOT BESIVE MADE AT THE SAME SECTION 4 8d INTO EA. BLOCK () ST�DQR �QTC P UT C WHERE CUT OR NOTCH HAS BEEN MADE. TJI BLKG. BTWN PR ROTC „ pQE P NON -BEARING WALL STUDS NON -BEARING WALL STUDS GABLE END TRUSS NAILING PER SHEARWALL JOIST @ S�Typ. TO STUD MAX DEPTH OF MIN DEPTH REMAINING SIZE EDGE CUT OR NOTCH AFTER CUT OR NOTCH STUD MAX DIAMETER MIN DEPTH REMAINING SIZE OF BORED HOLE AFTER BORED HOLE SHEATHE PER W6 SCHEDULE SH24 EATHING JOIST &SHEATHING PER PLAN DIST EQ S PRE ST 2x4 13/8" 21/8" 2x4 21/16" 5/8" EA SIDE OF HOLE 8d @ 6" oc. 8d @ 6" oc. QTC� W IpT� Ep HOLESLETER 0 AAOTLE 2x6 23/16" 33/8" 2x6 31/4" 5/8" EA SIDE OF HOLE ,�E I� pEP STUD �- BQ CEO 2x8 27/8" 4/8" 2x8 41/4" /8" EA SIDE OF HOLE EQ. BE CE THRCER LP NOTE: OTOR / TOGIE STUDS MAY NOT BE BORED IN EXCESS OF 60% OF THE ORINGS NOT BE AT THE l l OF SECTION OR NOTCHMHADE WH RE CUTL S BEEN MADE. I I I I ET,I� TR L P DE I I 2x LEDGER TO MATCH RAFTER 1/4" I I 2x LEDGER TO MATCH RAFTER 1/4" I I DEPTH W/ (2) 0 x 4" SDS I I DEPTH W/ (2) 0 x 4" SDS CUTTING AND NOTCHING WOOD STUDS BORED HOLES IN WOOD STUDS 4x8 HDR. W/ I I SCREWS @ 16" oc. 4x8 HDR. W/ I I SCREWS @ 16" oc. HUC EA. END I I HUC EA. END I NOTE: NOTE: I LUS HANGER I LUS HANGER DO NOT NOTCH MORE THAN THREE ADJACENT BORED HOLE NOT PERMITTED IN MORE THAN THREE I 2x8 @ 16" I 2x8 @ 16" STUDS WITHOUT REVIEW BY ENGINEER. ADJACENT STUDS WITHOUT REVIEW BY ENGINEER. I oc. I oc. I I Typical Holes and Notches in Wood Studs 2 I I I I CORNER POST BEYOND I I I I I REFER TO 8/S6.51 FOR I I I I I CORNER POST ATTACHMENT I I I I L/8 L/8 L/2 L/8 L/8 PLAN I I I 12/S6.41 j j PLAN I I v 8d @ 6" oc. I I I I I I I I I I (2) DDT1 Z AT EA. JOIST w I I (4) 8d INTO EA. BLKG o I I I I w m = 48 W/ HUC. EA. END = 2x8 @ 16"oc. SHADING INDICATES 2x LEDGER TO MATCH JOIST DEPTH W/ (2) TJI BLKG. BTWN JOIST per arch @ 16"oc. TO ALIGN PERMISSIBLE FOR HOLES ZONE 1 4" 0 x 4" SDS SCREWS (2'-0" max) W/ 2x8 JOISTS @ 16" oc. PROVIDE SOLID WEB FILLER TO RECIEVE NAILS NOTES: 1. 8 DIAMETERS MINIMUM CLEAR SPACING BETWEEN ADJACENT HOLES. 2. TOTAL NUMBER OF HOLES NOT TO EXCEED (1) HOLE PER 5 FEET OF BEAM LENGTH. FOR CALLOUTS IN COMMON Section View SEE 8/S6.41 Section View Holes in Glulam Beams6 1 Bay Window 7 8d @ 6"oc A35 PER SHEARWALL SCHEDULE Fri` SHEARWALL PER PLAN NOTCH TO LET OUTRIGGER THRU (5)8d INTO EA. BLOCK SHEATH PER W4 CONTINUOUS 2x STUDS PER ARCH. FROM DOUBLE STUD TO 3 /1s POST (2)2x6 SISTER TOGETHER 3 STEEL PL /8 FASCIA (2)16d THRU 2 2x CONT. TOP PATE () � 8d @ 4"oc w/ 16d @ 4"oc STAGGERED W/ (2) 5/8��0 PER ARCH. OUTRIGGER AT STAGGERED STUD THRU—BOLTS WALL SPLICE PER 7/S6.11 2x4 OUTRIGGER LAID FLAT @ 24"oc SHEATHING PER 2/S6.11 4x6 CORNER POST (2)2x6 W/ A35 TO 4-1N RAFTERS & SHEATHING AT SHEARWALLS --- TOP & BOT. PLATE NAILING PER PER PLAN SHEARWALL SCHEDULE per arch. _ FULL —WIDTH STUD 8d @ 4"oc (1'-6" max.) 2x BLOCKING @ 48"oc POST WHERE OCCURS PER PLAN 46 AT HEADER AND (2)16d TOENAILS THRU AT SILL W/ HUC SHEARWALL PER PLAN EACH BLOCK BOT. PLATE WIDTH TO EACH END TO POST 1212" MATCH TOP PLATE STL. BEAM STL. BEAM HEADER/BEAM PER PLAN PER PLAN PER PLAN Plan View Section Plan View 9 Exterior Non Wall � O 1 1/2" = 1'-0" Staggered Stud Wall Bay Window 12 -Bearing y AW\ HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS i 60.6?9.3 AAI P.O. Boa 1270 10031 SR 53?, Suitc B Stanwood. WA 98?92 SINKILMMAL ENMNEMNS SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved co N O UU00 rn Cli O z 0 0 Q LU w C0 C� J C0 Z LU l­_ FM wC101) V LL U) O 0.M N L0 LU N 00 CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set �o D Lr`I CONTENTS: WOOD DETAIIFF.,SUB BUILDING A &Aff 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S6n4l HU44TF HGR. 5/8" 0 THREADED ROD COUNTERSUNK AS REQ'D SHEATHING PER PLAN II II O O ERV, PER MECH. DBL. JOIST PER PLAN UNISTRUT HGR. PER MECH. 1 2 3 �2C4 46 CORNER POST INVERTED EPCZ CAP 48 BEAM BEYOND----- .• ~/I ; °- _--; I — 31 I 48 OUTRIGGER AT END OF BAY WINDOW HUC HANGER FOR CALLOUTS IN COMMON SEE 12/S6.41 5 6 7 8 9 10 11 12 AW\ HOUSING HOPE we keep hope alive DESIGNS northwest ARCHITECTS 360. 619. 3441 P.O. Boa 1270 10031 SR 532. Suit, B Stanwood. WA 98292 L ENMNEMNS SEATTLE 2124 Third Avenue, Suite 100 Seattle, WA 98121 TACOMA 934 Broadway, Suite 100 Tacoma, WA 98402 CENTRAL WASHINGTON 206.443.6212 414 N Pearl Street, Suite 8 ssfengineers.com Ellensburg, WA 98926 Copyright 2022 Swenson Say Faget - All Rights Reserved CONSTRUCTION DOCUMENTS ISSUE DATE: DECEMBER 09, 2022 REVISION SCHEDULE Rev # Date Description 1 10-19-22 Bid Set 2 01-25-23 Permit Resubmittal 3 03-17-23 Conformed Set �o D Lr`I CONTENTS: WOOD DETAIIFF.,SUB BUILDING A &Aff 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: DRAWN: DJN CHECKED: RHR PROJECT NO: 12034-2021-01 SHEET: S6n5l