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APPROVED BLD RESUB 1-BLD2022-1541+Structural_Plan+10.3.2023_2.09.50_PM+3818840General 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: OFFICES FLOOR L I VE LOAD 50 PSF FLOOR LIVE LOAD (CORRIDORS ABOVE FIRST FLOOR) 80 PSF ROOF ROOF L I VE LOAD . 25 PSF MISCELLANEOUS LOADS STAIR AND CORRIDOR LIVE LOAD (UNLESS OTHERWISE INDICATED) .100 PSF MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER PHOTOVOLTAIC PANEL SYSTEMS . 4 PSF DEFLECTION CRITERIA L I VE LOAD DEFLECTION L/360 TOTAL LOAD DEFLECTION . L/240 ENVIRONMENTAL LOADS RAIN . . � . 1. 5 IN/HR SNOW . Ce=0.9, Is= C = s=1.0, Pg=25 PSF, Pf=20 PSF WIND . GCpi=0.18, 100 MPH (ULT), RISK CATEGORY II, EXPOSURE "B" EARTHQUAKE . ANALYSIS PROCE T LATERAL FORC LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS, Vs =29 KIPS (ULT) SITE CLAS - =1. 286, Sds=1. 03, S1=0. 453, 1= . Q Cs=O. 158, SDC D, Ie=1.0, R=6.5 SEE PLANS FOR ADDITIONAL L �ITERIA 1 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. OBTAIN ELECTRICAL APPROVED ALL WORK SUBJECT PERMIT FROM PLANS MUST BE TO FIELD STATE LABOR & ON JOB SITE INSPECTION FOR INDUSTRIES CODE COMPLIANCE ! Deferred plans: i 11. Pre -fabricated Metal stair and I location of gate I i 2. Pre-fgabricated open wood Trusses g L D 2 0 2 2 -1541 . 3. Desi n Build Elements L------------------------' ! Special Inspections required for this I permit: I i 1. Structural steel fabrication and I erection I 12. Concrete construction 13. Soil conditions, fill placement,and I i density I 4. Expansion bolts and threaded i ! expansion inserts � 15. Epoxy grouted Installation . 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. GLUED LAMINATED MEMBERS MANUFACTURED LUMBER (PSL' S, ESL' S, LVL' S) OPEN WEB WOOD (OR COMBINATION WOOD/STEEL) TRUSSES REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION) STRUCTURAL STEEL DESIGN BUILD ELEMENTS CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" 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 PREFABRICATED STAIR 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: PREFABRICATED METAL STAIRS PREFABRICATED OPEN WOOD TRUSSES DESIGN -BUILD ELEMENTS Q1 ................................................ ' The following documentation shall be available on site for the building inspector: ■ '. X❑ COE APPROVED ARCHITECTURAL PLAN SET � ■ X❑ COE APPROVED STRUCTURAL PLAN SET � � COE REVIEWED CALCULATION PACKET '. � ENERGY CREDIT WORKSHEET � ■ SITE PLAN ; CIVIL PLAN ■ ■� ■ ■ ■ ❑ ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■ UALITY 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 CONCRETE CONSTRUCTION PER TABLE 1705.3 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER TABLE 1705.E 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 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 HOEDOWNS. GEOTECHNICAL 16. 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). 3500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED). 55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED). 300 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED). 0.4 SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) 7H PSF CONCRETE 17. CONCRETE SHALL BE M I XED, PROPORTIONED, CONVEYED AND PLACED I N ACCORDANCE WITH ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: MEMBER TYPE/CONSTRUCTION STRENGTH TEST MAX MAX AIR F' C AGE AGG W/C CONT. -PSI- -DAYS- -INCH- RATIO SLABS ON GRADE 3000 28 1 .45 5 FOOTINGS 4000 28 1 .50 -- ALL STRUCTURAL CONCRETE, UNO 3000 28 1 .50 -- MIX DESIGN NOTES: A. MAXIMUM SHRINKAGE IN ALL 5000 PSI MIXES SHALL BE LIMITED TO .04 PERCENT IN 28 DAYS AS TESTED IN ACCORDANCE WITH ASTM C157 MODIFIED STANDARD TEST METHOD FOR LENGTH CHANGE OF CEMENT MORTAR AND CONCRETE. B. W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT NOTED IN TABLE ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS. C. CEMENTITIOUS CONTENT: THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO AC I 301 SEC 4. 2. 2. 8. B. FOR CONCRETE USED I N ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.1. ACCEPTANCE OF LOWER CEMENT CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE ENGINEER FOR REVIEW AND ACCEPTANCE. D. AIR CONTENT SHALL CONFORM TO ACI 301 SEC 4. 2.2. 4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE "MODERATE EXPOSURE". VERTICAL EXTERIOR SURFACES REQUIRE "MODERATE EXPOSURE". TOLERANCE IS +/- 1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT. E. SLUMP SHALL CONFORM TO AC I 301 SEC 4. 2. 2. 2. SLUMP SHALL BE DETERMINED AT THE POINT OF PLACEMENT. F. CHLORIDE CONTENT SHALL CONFORM TO ACI 301 SEC 4. 2.2. 6 AND TABLE 4. 2. 2.6 FOR "OTHER REINFORCED CONCRETE CONSTRUCTION". 18. A CONCRETE PERFORMANCE M I X SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH AC I 318-14, SECTIONS 26. 4. 3 AND 26. 4. 4. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 19. 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. 20. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE CONFORMING TO ASTM A615, GRADE 60, FY = 60, 000 PSI . 21. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. 22.DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315R-18 AND 318-14. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 23.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" SLABS AND WALLS (INT. FACE). GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 24.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 25.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. 26.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 (4000 PSI MINIMUM). ANCHORAGE 27.EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT TZ" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT N0. ESR-1917 FOR CONCRETE, AND ESR-3785 FOR MASONRY, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. 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. 28.EPDXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT-HY 200" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT N0. ESR-3187. BASE MATERIAL TEMPERATURE SHALL BE BETWEEN 14 DEGREES AND 104 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. OVERHEAD INSTALLATIONS REQUIRE THE USE OF PISTON PLUGS (HIT-SZ,-IP) DURING INJECTION. OVERHEAD ANCHORS OR BARS MUST BE SUPPORTED WITH HIT-OWH, OR EQUIVALENT, UNTILL FULLY CURED. CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR HORIZONTAL AND OVERHEAD INSTALLATIONS. 29.CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "TITEN HD" HEAVY DUTY SCREW ANCHOR AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT N0. ESR-2713 (CONCRETE), N0. ESR-1056 (CMU), INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION IS REQUIRED. �L �INEE�N� z1z4 Third Avenue -Suite 100 -Seattle, WA g81z1 p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget - All Rights Reserved HALF -SCALE ON 11 X17 v! V W U 7V 0 �i L.L J IJJ (� m J W QU Z� W O C G o Z J o O_ � �U� � � w a O o o z � � z � W �'�/ Q U W � Q } � L.L IJJ O �j � � � U Uo��o U 2 � Q � z_ � z O_ J � W z � � " N O o � �oz O w ti w cn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET RESUB General Notes Oct 04 2023 Office B u i l d i n g CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS STEEL 30. 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. 31. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, FY = 50 KSI. OTHER ROLLED SHAPES I NCLUD I NG 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. 32. 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. 33. 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. 34. ALL A-325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE I N FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW I MPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 35. 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. 36. 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 37. FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD No. 17, GRADING RULES FOR WEST COAST LUMBER, 2018, OR WWPA STANDARD, WESTERN LUMBER GRADING RULES 2017. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR N0. 2 AND BEAMS MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS (4X MEMBERS) DOUGLAS FIR -LARCH N0. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH N0. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR -LARCH N0. 2 38. GLUED LAMINATED MEMBERS SHALL BE FABRICATED I N CONFORMANCE WITH THE ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC OR APA IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN ATTIC OR APA CERTIFICATE OF CONFORMANCE. CAMBER ALL SIMPLE SPAN GLULAM BEAMS, WITH SPANS OVER 30', TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PRIORITIES: SIMPLE SPAN BEAMS (24F-V4) DF Fb = 2,400 PSI, Fv = 265 PSI CANTILEVERED AND (24F-V8) DF Fb = 2,400 PSI, Fv = 265 PSI MULTI -SPAN BEAMS COLUMNS ( COMB. 3) DF Fc = 2, 300 PSI, E = 1900 KS I 39.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: PSL (2.OE WS) Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI LVL (2.0E-2600FB WS) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI LSL (1.55E) Fb = 2325 PSI, E = 1550 KSI, Fv = 310 PSI 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. 40.PREFABRICATED OPEN WEB WOOD TRUSSES (OR COMBINATION WOOD AND METAL) SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S SPECIFICATIONS. 41.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. 42.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 5/8" (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. 43. 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. 44. 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 I N CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC46. 45. 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 19q. 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. 46. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2021. 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 TRUSSES SHALL BE CONNECTED TO FLUSH BEAMS WITH "MIU" 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. 47. 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. 48. NOTCHES AND HOLES IN WOOD FRAMING: A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE DEPTH OF THE JOIST. B. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. A HOLE NOT GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH IS PERMITTED TO BE BORED I N ANY WOOD STUD. I N NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH. C. NOTCHES AND HOLES IN MANUFACTURED LUMBER AND PREFABRICATED PLYWOOD WEB JOISTS SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE NOTED. 49. 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 S I ZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" O.C.. LAP TOP PLATES AT JOINTS A MINIMUM 4'-0" AND NAIL WITH TWELVE 16d NAILS @ 4" O.C. EACH SIDE JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON -CENTER, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON -CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12" ON -CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH N0. 6 X 1-1/4" TYPE S OR W SCREWS @ 8" ON -CENTER. UNLESS INDICATED OTHERWISE, 1/2" (NOMINAL)APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6" ON -CENTER AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES)AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12" ON -CENTER ALLOW 1/8" SPACING AT ALL PANEL EDGES AND PANEL ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING BETWEEN RAFTERS AND JOISTS AT ALL BEARING POINTS WITH A MINIMUM OF (3) 16d TOE NAILS EACH END. TOE -NAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON -CENTER. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6" ON -CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" ON -CENTER TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T&G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1 /8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12" ON -CENTER, MINIMUM TWO NAILS PER BLOCK, UNLESS OTHERWISE NOTED. SAL �INEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget - All Rights Reserved HALF -SCALE ON 11 X17 v! V W U 7V �y�0 L.L J �IJJ v� m J W QU Z� W O C G o Z J o O_ � �U� � � w a O o o z � � z � W Q U � Q } � �'�/ L.L IJJ O W �j � � � U Uo��o U 2 � Q � z_ � z O_ J W � � N o O � O � z " w �oz ti w cn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET RESUB General Notes Oct 04 2023 Office B u i l d i n g CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT o .� 2 0 O OO OO OO O o � c� �� � 0 0 0 o 0 0 o B o 0 0 r- I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ � _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ y _ .. 0 � , -------------------- - I � i;� ll I �G� —�— I � �� IHDU11 I t j l = OI I .' I I I I I � � � I � I ��� I I I � I � / I C I I I I � !_lt I I I I �� I � ( I 11 /S3.2 _ I I » II I �� IHDU4 ' ' ' ' 8/S3.21 � I 8/S3.2 I I � _ - - _ _ _ - � F I � - � I�� � _ I I t . �_ I I � � _ _ I I ^ I �J I I �J� I I I I I I � / I i i I^ I I I 3/S3.2 L- -J L_ _J � L_ J � / I � I I� L-- ' ' I � F� o TYP. I I ;; I 1 I '' HDU4 I I II I� � I n I t l �L � J � M I I C 1 O _ r-- —,O ���� � I I 11 /S3.2 I I - I;� r - 4/S3.2 I I I I o rl I I I - r —' — OL-- 2'-3n SLAB ON GRADE PER PLAN NOTE 2 11 /S3.2 6 THICKENED SLAB `� I I � L _ � � _ J ON GRADE (� STAIR � I L _ _ _ J OB BASE I I I I �� O O O C I I �; � I I I I I I I I _ I _ _ _ _ _ � - I �� I I I I I I I I II I I ;�; I L_�_J L_�_J I L_�_J L_�_J I I 8/S3.21 I I I I I I I I I O I 1� I � I I I I I I � I I ' I " _L__ ' � HDU111 I � I �_______ ______T - ____ `� — � — — J � 2/S3.2 � � 2/S3.2 OC L — I = 1 � I� -----i--------- I---- --J < 2/S3.2 OC �— � 1 � � = I 4'-6" Foundation Plan Notes Legend 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND ELEVATIONS. �_________; �_; STRUCTURAL WALL OR POST ABOVE 2. SLAB SHALL BE 4"THICK WITH 6x6 W1.4xW1.4 WWM AT CENTER, U.N.O. PROVIDE. VAPOR BARRIER PER GEOTECHNICAL ENGINEER RECOMMENDATIONS BELOW SLAB AT INTERIOR SPACES. PROVIDE 4" FREE -DRAINING GRANULAR FILL BELOW THE SLAB WHICH NON-STRUCTURAL WALL ABOVE SHALL BEAR ON NATIVE SOIL OR STRUCTURAL FILL PER GEOTECHNICAL REPORT. _ _ _ _ _ 3. PROVIDE CONTROL JOINTS IN SLABS ON GRADE PER 12/S3.1 DIVIDE SLAB INTO RECTANGULAR AREAS 250 SQUARE FEET OR 0 STEM WALL &FOOTING LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY THE — — — — — ARCHITECT. XX HOEDOWN PER 6/S6.3 4. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN PER FOOTING DETAILS U.N.O. FOOTING ELEVATIONS SHOWN ARE FOR CONTRACTOR CONVENIENCE AND BIDDING ONLY. FINAL ELEVATIONS SHALL BE DETERMINED BY ON -SITE VERIFICATION BY SOILS �____________� SHEARWALL ABOVE PER 12/S6.3 ENGINEER. 5. REFER TO MECHANICAL/CIVIL DRAWINGS FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS. (SEE 4/S3.1). 6. PROVIDE CORNER REINFORCING IN WALL AND FOOTINGS PER 8/S3.1. 7. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 4'-6" '� tis S6 �6+; -----� � �---- --- -- I — � — J � 4/S3.2 � � 1 ' — --� — - - — HSS BASE PLATE — — 6+� — - — PER 12/S4.1, TYP. 4'-6" ��' Footing Schedule i rl �_ I I I I ._ - -I - J �� �,� IEINEE�I� Third Avenue - Suite goo -Seattle, WA g8�z� Qz�z4 1 p: zo6.443.6z�z ssfengineers.com ,�� �+� 934 Broadway -Tacoma, WA g84oz p� z53•z84.947o ssfengineers.com �/ _, � Copyright 2022 Swenson Say Faget -All Rights Reserved 6 S�.2 � U Q 2'-6" Foundation Plan � MARK SIZE DEPTH REINFORCING OA 3'-0" x 3'-0" 1'-0" (4)#5 E.W. BOT. g 3'-0" x PER PLAN 1'-6" (5)#5 LONT. T&B #6 � 12"oc BOT. O 3'-6" x PER PLAN 1'-6" (5)#6 LONT. T&B #6 � 12"oc BOT. Scale: 1/4"=1'-0" RESUB Oct 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT HALF -SCALE ON 11 X17 �� W U_ z _o � � J — W � �m J W QU z � W � O C G o Z J O Q0 �U� � � w a O `� o o Z � � Z � w Q U � Q } � �'�/ L.L W� O W �j � � U Uo��o U 2 � Q�z�zo J W W H C_� N 0�0 O � z " w �oz tiwcn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: 1/4"= 1'-0" U.N.O. JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET Foundation Plan Office Building S2.1 O OO OO OO OO O O O n Framina Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. TYPICAL FLOOR FRAMING CONSISTS OF 1-1/2" MAX OF 115 PCF GYPCRETE OVER TONGUE AND GROOVE PLYWOOD OVER PREFABRICATED TRUSSES AS SHOWN IN PLAN. SEE PLAN FOR ADDITIONAL INFORMATION. 3. FLOOR SHEATHING SHALL BE 3/4" A.P.A. RATED PANELS, FACE GRAIN PERPENDICULAR TO FLOOR FRAMING PER PLAN. NAIL AT ALL FRAMED PANEL EDGES AND DRAG STRUTS WITH 8d AT 6" OC AND TO ALL INTERMEDIATE FRAMING AT 12" OC. 4. ALL STRUCTURAL WALLS ARE SHOWN ON PLAN AND SHALL BE 2x6 (� 16" OC DOUG—FIR #2 (min) U.N.O. ON PLAN. TOP AND BOTTOM PLATES OF ALL STRUCTURAL WALLS SHALL BE W/ DOUG—FIR SPECIES. ADDITIONAL STUD FRAMING IS REQUIRED AT HOEDOWN LOCATIONS AND STUD POSTS. VERIFY ALL WALL SIZES W/ ARCHITECTURAL DRAWINGS. NON BEARING WALLS SHALL BE 2x4 OR 2x6 � 16" oc. 5. HEADERS OVER DOOR AND WINDOW OPENINGS SHALL BE 6x8 MINIMUM. PROVIDE (2) TRIMMER STUDS (MIMIMUM) AT EACH END OF ALL HEADERS UNLESS NOTED OTHERWISE ON PLANS. SEE 8/S4.1 FOR TYPICAL INSTALLATION. 6. ALL BEAMS TO BE FRAMED FLUSH WITH JOISTS U.N.O. BEAR BEAM FULLY ON ALL COLUMNS AND PROVIDE CCQ/ECCQ SERIES POST CAP PER 9/S6.1. ALL POSTS ABOVE SHALL FULLY BEAR ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS FULL BEARING THROUGH FLOORS TO THE FOUNDATION. 7. SISTER (2)LSL 1-3/4" THICK BEAMS TOGETHER WITH (2) ROWS 0.220x3 SCREWS (� 12" OC, PROVIDE 1-1/2" MIN. EDGE DISTANCE. 8. MANUFACTURED LUMBER PRODUCTS (ESL, LVL, PSL, GL) 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�. 9. SPLICE ALL TOP PLATE SPLICES PER 10/S6.1 10. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. �,� �INEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 v! V W 7V U _0 � J � — W � (� m J W QU �— Z� W � O � o Z J O Q �U� >Wa �w z 0 � 0 z W Q U � Q } �'�/ L.L O W �j � � � W�' Uo��o U Q�z�zo U 2 � J W � � N o O � O � z " wtiw� �oz REVISIONS NO. DATE BY 09/29/23 ARCH. Second Floor Framing Plan � SC4�8: 1�4"=1'-0" ISSUE DATES Legend DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 O ® STRUCTURAL WALL OR POST BELOW PERMIT RECEIVED: �_________, �_, STRUCTURAL WALL OR POST ABOVE BID DOCS: CONSTR. DOCS: NON—STRUCTURAL WALL BELOW Wx SHEET INFORMATION O SHEARWALL BELOW PER 12/S6.3 22"x34" SCALE: � SPAN DIRECTION PLOT DATE: 09/29/23 CAD FILE: 1/4"= 1'-0" U.N.O. �v—� EXTENT OF JOISTS JOB NUMBER: 10846-2022-01 CHECKED: BPR HEADER/BEAM PER PLAN DRAWN: CFG HX STATUS: PERMIT SET � HANGER PER PLAN CXX x X'—Y" HORIZONTAL STRAP &LENGTH PER PLAN. RESUB Level 2 Floor Plan CENTER STRAP OVER BEAM/WALL END & Oct 04 2023 Office B u i I d i n PROVIDE 10d IN EVERY HOLE OF STRAP, g EACH SIDE CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT VERTICAL HD STRAP AT END OF SHEAR WALL PER 10/S6.3 • OO BO OO o0 OO FO 60 OO PREFF METAL Roof Framina Plan Notes 1. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 2. TYPICAL ROOF FRAMING CONSISTS OF 5/8" PLYWOOD OVER PREFABRICATED TRUSSES AS SHOWN IN PLAN. SEE PLAN FOR ADDITIONAL INFORMATION. 3. ROOF SHEATHING SHALL BE 5/8" A.P.A. RATED PANELS, FACE GRAIN PERPENDICULAR TO FLOOR FRAMING PER PLAN. NAIL AT ALL FRAMED PANEL EDGES AND DRAG STRUTS WITH 8d AT 6" OC AND TO ALL INTERMEDIATE FRAMING AT 12" OC. 4. ALL STRUCTURAL BEARING WALLS ARE SHOWN ON PLAN AND SHALL BE 2x6 (� 16" OC DOUG-FIR #2 (min) U.N.O. ON PLAN. TOP AND BOTTOM PLATES OF ALL BEARING WALLS SHALL BE W/ DOUG-FIR SPECIES. ADDITIONAL STUD FRAMING IS REQUIRED AT HOEDOWN LOCATIONS AND STUD POSTS. VERIFY ALL WALL SIZES W/ ARCHITECTURAL DRAWINGS. NON BEARING WALLS SHALL BE 2x4 OR 2x6 � 16" oc. 5. HEADERS OVER DOOR AND WINDOW OPENINGS SHALL BE 6x8 MINIMUM. PROVIDE (2) TRIMMER STUDS (MIMIMUM) AT EACH END OF ALL HEADERS UNLESS NOTED OTHERWISE ON PLANS. SEE 8/S4.1 FOR TYPICAL INSTALLATION. 6. ALL BEAMS TO BE FRAMED FLUSH WITH JOISTS U.N.O. BEAR BEAM FULLY ON ALL COLUMNS AND PROVIDE CCQ/ECCQ SERIES POST CAP PER 9/S6.1. ALL POSTS ABOVE SHALL FULLY BEAR ON BEAMS OR POSTS BELOW AND SHALL HAVE CONTINUOUS FULL BEARING THROUGH FLOORS TO THE FOUNDATION. 7. SISTER (2)LSL 13/4" BEAMS TOGETHER WITH (2) ROWS 0.220x3 SCREWS (� 12" OC, PROVIDE 1-1/2" MIN. EDGE DISTANCE. 8. MANUFACTURED LUMBER PRODUCTS (ESL, LVL, PSL, GL) 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%. 9. SPLICE ALL TOP PLATE SPLICES PER 10/S6.1 10. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. �,� �INEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 v! V W 7V U _0 � J � — W � (� m J W QU �— Z� W � O � o Z J O Q �U� >Wa �w z 0 � 0 z W Q U � Q } �'�/ L.L O W �j � � � W�' Uo��o U Q�z�zo U 2 � J W � � N o O � O � z " wtiw� �oz REVISIONS NO. DATE BY 09/29/23 ARCH. Roof Framing Plan � SC4�8: 1�4"=1'-0" ISSUE DATES Legend DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 O ® STRUCTURAL WALL OR POST BELOW PERMIT RECEIVED: NON-STRUCTURAL WALL BELOW BID DOCS: Wx CONSTR. DOCS: O SHEARWALL BELOW PER 12/S6.3 SHEET INFORMATION SPAN DIRECTION 22"x34" SCALE: ��� EXTENT OF JOISTS PLOT DATE: 09/29/23 CAD FILE: 1/4"= 1'-0" U.N.O. HEADER/BEAM PER PLAN JOB NUMBER: 10846-2022-01 HX CHECKED: BPR � HANGER PER PLAN DRAWN: CFG STATUS: PERMIT SET CXX_x X'-Y" HORIZONTAL STRAP &LENGTH PER PLAN. CENTER STRAP OVER BEAM/WALL END & RESUB Roof Plan PROVIDE 10d IN EVERY HOLE OF STRAP, EACH SIDE Oct 04 2023 Office B u i l d i n g V8 24F-V8 D.F. GLULAM BEAM CITY OFEDMONDS DEVELOPMENT SERVICES DEPARTMENT � GLULAM BEAM HINGE CONNECTION PER 4/S6.1 • O Reinforcing Splice and Development Length Schedule For f'c = 3000 psi, Grade 60 Reinforcing Minimum Straight Development Length (�d) Bar Size Top Bars Other Bars #3 22" 17" #4 29" 22" #5 36" 28" #6 43" 33" #7 63" 48" #8 72" 55" #9 81" 62" #10 91" 70" #11 101" 78" Minimum Lap Splice Lengths (�s) Bar Size Top Bars Other Bars #3 28" 22» #4 37" 29» #5 47" 36" #6 56" 43" #7 81" 63» #8 93" 72» #9 105" 81" #10 118" 91" #11 131" 101" TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% Minimum Embedment Lengths (edh) � For Standard End Hooks 12db Bar Size Length #3 6» #4 8» #5 10" #6 12" #7 14" #8 16" #9 18" #10 20" #11 22" 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2�/2" 2. END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2" 1 2 O Reinforcing Splice and Development Length Schedule For f'c = 4000 psi, Grade 60 Reinforcing Minimum Straight Development Length (�d) Bar Size Top Bars Other Bars #3 19" 15" #4 25" 19" #5 31" 24" #6 37" 29» #7 54» 42» #8 62» 48» #9 70» 54» #10 79" 61 " #11 87» 67» Minimum Lap Splice Lengths (es) Bar Size Top Bars Other Bars #3 24" 19" #4 32" 25» #5 40" 31" #6 48» 37» #7 70» 54» #8 81" 62» #9 91" 70» #10 102" 79" #11 113" 87" TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50� Minimum Embedment Lengths (>Cdh) � For Standard End Hooks 12db Bar Size Length #3 6„ #4 7„ #5 9„ #6 10" #7 12" #8 14" #9 15" #10 17" #11 19" 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2�/2" 2. END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2" NORMAL FOOTING � REINFORCING ADD BARS TO MATCH NORMAL REINFORCING LINE OF EXCAVATION CORNER BARS TO MATCH EXTERIOR HORIZ. REINF. D 3'-0" min. CONCRETE WALL ADD DIAGONAL IN WALL TO MATCH WALL REINF. X v E 0 I i� 0 �� II a � � � U_ L i o� c NORMAL FOOTING REINFORCING Typical Stepped Footing CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. ADDITIONAL VERT. BARS TYP BAF CRC Double Curtain CORNER S. 24 N� SS WALL 3 CORNER BARS TO MATCH HORIZ. RE: vwnvnilviv ivvi ALLOWED BELOW THIS LINE Pipe and Trench Locations Single Curtain ^^""JER BARS TO ;H CROSS WALL Z. REINF. hooks) CORNER • 24 ��N S WALL Typical Corner Bars at Concrete Walls and Footings SEE PLAN FOR c' "" THICKNESS AND REINFORCING (t� CUT ALTERNATE WIRES AT JOINT Control Joint PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 250 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ''�" •� 't/2" PRE —MOLDED ASTIC JOINT STRIP. ay be saw cut at �r's option) ►� rL.n�li� VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN RESUB Oct 04 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 12 L ENINEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 v! V W U 7V _0 � � J — W � �m J L1J QU z L1J O C G o Z J o O_ � �U� � � w a O o o Z � � Z � L1J Q U � Q } � �'�/ L.L L1J O W �j � � � U Uo��o U 2 � Q � z_ � z O_ J W � � N ono O � z " w �oz ti w cn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: 3/4"= 1'-0" U.N.O. JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET Concrete Details Office Building S3.1 Reinforcin Slice Len th &Develo ment Len th 3000 si 9 9 p 9 p 9� p inforcin Slice Len th &Develo ment Len th 4000 si g p 9 p 9� p 1 � Typical Slab Joints (w.w.m.) � POST, PLINTH, &FTG. I I I I � #4 @ 12"oc HORIZ. � FACE OF WALL BEYOND #4 (� 12"oc HORIZ. FACE OF WALL BEYOND POST PER PLAN SEE PLAN FOR SLAB #4 xF—(� 18 oc SEE PLAN FOR SLAB #4 xF—(� 18"oc I CB SERIES BASE (alt. bends) THICKNESS AND � THICKNESS AND REINFORCING (typ.) SLAB ON GRADE REINFORCING (typ.) PAVING PER CIVIL PER PLAN =__= PAVING PER CIVIL I \ \ \ \ \ \ \ \ \ \ \ i O / //� \�\//\� \ /\ /\ /\/ '\/\ \//\\ FTG. MAY BE EARTH '"' �� //\//\//\//\//\//\//\//\// \// \/ i// % //j/, �\/\ \/ /\/\/ /\ \/\ '�\/, /\\/\\/\\/\\/\\/\\/\\/\\/\\ \\/\ / � j// / // , \/\/ / / / / / / / FORMED AT CONTR. \ \ \ \� /\\ \//� /\\/ �� \\/\\/\\ \/ /` 2 5 CONT. LONG. REINF PER PLAN �j\\ j �\j\ \/ 2 5 CONT. \/\ /\/\/ /\ ()� OPTION ;�//.� .�//. //.�//. /.� �/.�� ()# TRANSVERSE REINF. PER PLAN 5» 8» 5» 5» 11" 5" width per plan Post Footin w/ Slab on Grade 3 9 PANEL EDGE NAILING OVER SHEATHING CAN BE PLACED a1 ON EITHER FACE OF WALL HOEDOWN STUDS/POST SHEARWALL PER PLAN P.T. 2x PLATE W/ A.B. PER SHEARWALL SCHEDULE I I (/8"� � 48"oc elsewhere) HSS COL. PER PLAN HOEDOWN (where occurs) -� �-� PER PLAN W/ A.B. PER HOEDOWN SCHEDULE EMBED HEADED BOLT OR ALL— I I I I I I ' THREAD W/ WASHER PER I I I I I NAILING PER SHEARWALL r HOEDOWN SCHEDULE a ti PAVING PER CIVIL a ti SCHEDULE PAVING PER CIVIL ' ' „ ' �' -'� �' -'� SLAB ON GRADE " " PER PLAN a ti (2)#4 CONT. TOP _ (1 ea. side of a.b.) II II II I� ���\//\\//�\��\//\\//\\//\\� f i �� a a a /\\//\\//\\//\\//\\//\\//\\ �� a e a a a %�/%//%/%/%//%/%/� � a a a a a� %/%//%/%/%�/%//%��j - a a a a \\/ � \. #4 (� 12 oc VERT. �/\\ #4 � 18 oc VERT. �//\//\//\//\//\//\/ I, /\//\//\//\//\//\//\// -� %/\ %/\\/ EA. FACE � � j/�\\ j/�\/ EA. FACE ��\��\��\��\��\��\�/ I �\j��\��\��\��\��\��\ �i �i �/\// ��/\i �i �i � I i \� \� \� \� \� \//\ \//�i �i �i �i �i �i. FTG. MAY BE EARTH '�\' �/\/\/\/\/\%\%�` � '\i ,� �j/\\j/\\j/\\j/\ , #4 (� 12 oc HORIZ. � i\\j/\\j/\\j/\\j/\\j/\\j/\\ #4 @ 12 oc HORIZ. ' �, \ /\\//\\//\\//\\//\\//\\//\\//\\ � \� � \\�\\�\\�\\� . ��\\�\\�\ FA. FA(:F �\\�\\/\\/\\/\\/\\/\\ \/\\/\\/\\/\\/\\�\\� EA FACE FORMED AT CONTR. � i� � i� i� i� i\ i� i� i\ i\ - %� LONG. REINF PER PLAN -•------ \\ j\\/\ .�\���\��� %� \� \� \�, ��\�:�\���\���\ � j\\ j\\\ \�:�\���\ EQ. 1'-4" EQ. � \� FOOTING SIZE & %\�// j\�// \�/�� REINF. PER PLAN /j� \�/j� FOR CALLOUTS �\ IN COMMON � �/ ''' ��/j� SEE 11 /S3.2 � j��// \\ \\ \\ \\ \\ /j//%//j//j//% .�\.�\.�\.�\.�\ \\ \\ \\ //j//j/ �\.�\.�\ \ \\ \\ \\ \\ /////////////// \.�\.�\.�\.�\.� EQ. 11" EQ. \�/� � OPTION TRANSVERSE REINF. \\FOOTING SIZE & width per plan PER PLAN /�// REINF. PER PLAN \\/� •ALL FASTENERS INTO PRESSURE \j/� TREATED WOOD SHALL BE GALV. /\// FOR CALLOUTS \\//� IN COMMON OR STAINLESS STEEL PER \/� GENERAL NOTES /�\// SEE 11 /S3.2 .REFER SHEARWALL SCHEDULE FOR ADDITIONAL RIM &SILL PLATE 5 6 7 SIZE REQUIREMENTS Interior Wall w/ Thickened Slab O • ALL FASTENERS INTO PRESSURE PANEL EDGE NAILING OVER TREATED WOOD SHALL BE GALV. HOEDOWN STUDS/POST OR STAINLESS STEEL PER GENERAL NOTES HOEDOWN (where occurs) •REFER SHEARWALL SCHEDULE FOR PER PLAN W/ A.B. PER ADDITIONAL RIM &SILL PLATE HOEDOWN SCHEDULE SIZE REQUIREMENTS SHEARWALL PER PLAN P.T. 2x PLATE W/ A.B. PER SHEARWALL SCHEDULE NAILING PER SHEARWALL j (5/8"� (� 48"oc elsewhere) SCHEDULE I I I I I I SLAB ON GRADE (2)#4 CONT. TOP � � PER PLAN (1 ea. side of a.b.) �� �' - I I I i < 3E 3E 3E 3E 3 I / / / / / / �i II t� a a a PAVING PER CIVIL ��/j\ �/jam/j�/j�/jam/jam/j //\ � #4 � 18"oc VERT. CTRD. \\j/\ \j\\ (alt. bends) �� ��//\�//\�//��/%/% /\/ �/ \/ \i #4 (� 12"oc HORIZ. CTRD. \\//\ ://\ �,�\ � U EQ. 8» EQ. /� FOOTING SIZE & \//� REINF. PER PLAN //� RESUB �/� Oct 04 2023 /\\� CITY OF EDMONDS DEVE \j/\\\i DEPARTMENRVICES \\�/\\ a 9 � � Exterior Wall w/ Slab on Grade � � � 2 I��'I�AL �INEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 vJ V W U 7V — 0 �i L.L J IJJ (� m J W QU Z� W O C G o Z J � 0 O Q �U� � � w a O o o z � � z � W �'�/ Q U W � Q } � L.L IJJ O �j � � � Uo��o U 2 � U Q � z_ � z O_ J � W � � " N O o � �oz O z w tiwcn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: 3/4"= 1'-0" U.N.O. JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET Concrete Details Office Building S3.2 CAP � Ux4x�/ SIDE W BOLT If SLOTTEI COL. PE PRE—MFRD. TRUSS BEAM PER PLAN FRAMING DIRECTION PER PLAN (2)�/2"� x 5" LAG SCREW CENTERED IN ANGLE LEG. a 3 Steel Cano Column Connection pY CHANNEL PER HSS PER PLA HSS COL. PER PLAN BEAM PER PLAN HSS PER PLAN L4x4x5/�sx0"-4", TYP. a 5 6 7 Steel Cano Column Connection pY 0 10 (4)3/4"� ANCHOR — BOLTS 1�/2" SHIM & GROI, FOR FULL BEARING 1'-1" R �/2" =R PLAN RESUB _ Oct 04 2023 � � � � � N' � p CITY OF EDMONDS d' ' i i i ' � iii DEVELOPMENT SERVICES • �5 �i. •ti � ' a DEPARTMENT '� a .' � 1 ...�... o Steel Cano Column Connection � 2 PY L ENINEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 v! V Wz U_ — � Q � J — W � (� m J W QU �— Z� W � O C G o Z J � 0 O Q �U� � � >Wa �w o z � z W Q U � Q } � �'�/ L.L W�' O W �j � � U Uo��o U 2 � Q�z�zo J W W H C_� N 0�0 O � z " wtiw� �oz REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: 3/4"= 1'-0" U.N.O. JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET Steel Details Office Building TREAD PER ARCH. � Supported Beam Supporting Beam � CS16 STRAP FULL LENGTH HEADER PER PLAN OF WALL. MIN. 2'-0" STRAP EACH SIDE OF OPENING PER ARCH. 3/4" PLYWOOD DIMENSION POINT DAP BEAM WRAP AT CORNER CONDITION KICK PLATE 3/4" PLYWOOD PER PLAN TYP. SHEATHING ��ti ��. � � — — — #�� wall opening � I NAIL SHEATHING TO BLOCKING _ _ _ � � � � # W/ PANEL EDGE NAILING PER � � � SHEARWALL SCHEDULE (typ.) � 13/4" LSL STRINGER � � �#� � 24"oc max. JOISTS PER PLAN 2x FLAT BLOCKING (typ.) (11' max length) BA SERIES W/ LUS SERIES HANGER HANGER Typical Rise GL PER PLAN Typical Landing HCA SERIES CONNECTOR PANEL EDGE NAILING PER (3) ROTATION BOLTS PER BEAM BEAM SIZES SHEARWALL SCHEDULE AT ALL TREAD AND RISER PER PLAN FULL HGT. STUDS AROUND DIMENSIONS PER ARCH. WALL OPENING (typ.) Continuous Stra sat Wall O enin above and below p p 9� ) � T ical Stair and Landin Detail 3 Yp 9 Hin a Connector 9 L/3 L/3 L/3 BLOCK SOLID THRU FLOORS AT POST LOCATIONS WITH ADDED STUDS AT VERTICAL GRAIN BLOCKING 2x DIAMETER 0 LEVEL BELOW TCHBUILT—UP COLUMN EXTEND BEAM TO BEAR LARGER HOLE TYP. DOUBLE TOP PLATE FULLY ON BUILT—UP COLUMN � � BELOW ((2) 2x's MIN.) A35 AT EXTERIOR Q N., o WALLS ONLY � BEAM PARALLEL TO WALL PER PLAN � o A35 (at exterior walls only) � 16d (� 4"oc AT LAST TYP. DOUBLE o OR SINGLE ADDED STUD TOP PLATE � TRUSSES PER PLAN (6)16d, KING STUD � PER 10/S6.1 (6)16d TO HEADER SHADING INDICATES 2" MAX. DIAMETER TYP. STUDS BEAM OR HEADER PERMISSIBLE ZONE HOLE PERMITTED TYPICAL STUDS MULTI —JOIST HEADER PER PLAN TYPICAL STUDS NAIL W/ 16d � 12"oc FOR HOLES PER PLAN 16d (� 2"oc AT FIRST PROVIDE (2) BEARING WALL OR SUPPORT ADDED STUD (IF 2 — 16d (� 12"oc U.N.O. STUDS U.O.N. STUDS ADDED) PROVIDE (1) BEARING STUD NOTE: COLUMN NAILING IS BUILT—UP STUD MIN. AT HEADERS < 6'-0" OVER FULL HEIGHT OF COLUMN, FLOOR TO FLOOR TYPICAL HOLE SIZE SHALL NOT EXCEED 2 . COLUMN PER PLAN AND 2 BEARING STUDS AT HEADERS < 12'-0" NO MORE THAN (3) MAX. SIZE HOLES PER 4 FEET OF BEAM LENGTH ARE ALLOWED. NOTE: COLUMN NAILING SHOWN IS OVER FULL HEIGHT OF COLUMN, FLOOR TO FLOOR Detail at Multi -Stud Column at Parallel F.B.'s 5 Holes in Glulam Beams 6 T ical Multi -Stud Column 7 Yp T ical Yp Header Su ort w/2 pp Bearin Studs 9 11/2»� max. 21/4"� max. BEAM PER PLAN (SPLICE TOP CHORD SPLICE hole Single Stud hole WHERE SHOWN ON PLAN) Q (No more than (2) O ECCQ SERIES CAP (12)16d � 4"oc IN (2) ROWS AT EA. (2)16d (� EA. successive studs may AS REQD. TO FIT BEAM WHERE BEAMS ARE SPLICED: STUD, TYP. 3 /4 min. be bored ) � �� 1 /2 min. SPLICE BEAMS OVER CENTER SIDE OF SPLICE OF POST ONLY (u.n.o.) ea. side ea. side BOTTOM CHORD X CD � � X 00 � � '...'. ; .. �'.. , SPLICE —�— —�1 - TYPICAL STUDS W 2�/s"0 max. 3�/4"� max. SPACING PER PLAN 3 /4 � � 1 /4 hole Double Studs hole CCQ SERIES CAP AS REQD. max. max. O (No more than (2) TO FIT BEAM successive studs may POST PER PLAN 2x4 Studs 2x6 Studs 5/8" min. be bored) 1" min. (3x4 & 4x4 sim.) (2x8 sim.) ea. side ea. side 4'-0" min. BETWEEN SPLICES 2x4 Studs 2x6 Stud�ESUB SPLICE TO OCCUR AT � i NOTE: NOTCHES SHALL NOT OCCUR IN 3x4 & 4x4 sim. ( ) ( )Oct 04 2023 2x8 sim. CITY OFEDMONDS OF VERT. STUD TYP. MORE THAN (2) SUCCESSIVE STUDS DEVE DEPARTMENRVICES 9 ical lice � � Allowable in � � Allowable h � 2 CC/CCQ Series Connection T To Plate S Yp p P Notches Studs Holes Throu 9 Studs I��'I�AL �INEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 v! V W U 7V _0 � � J — �L1J v� m J W QU z W O C G o Z J O Q0 �U� � � `� w a O o o z � � z � W �'�/ Q U W � Q } � L.L L1J O �j � � � Uo��o U 2 � U Q�z�zo J � W � � " N O o � �oz O z w tiwcn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: 3/4"= 1'-0" U.N.O. JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET Wood Details Office Building S6.1 A35 PER SHEARWALL SCHEDULE PANEL EDGE NAILING (2) 16d TOENAIL EA. BLOCK PER SHEARWALL BELOW (4) 8d INTO EA. BLOCK TRUSS PER PLAN TRUSS PER PLAN WHERE OCCURS ��� i� i II �� i i � —_ —_ —_ �_�_ 1—_ —_ —_ TRUSSES & TRUSS BLKG. (� 48"oc SHEATHING PER PLAN NAILING PER SHEARWALL LSL 13/4" RIM U.N.O., PER SCHEDULE BEAM PER PLAN MIU HANGER SHEARWALL SCHEDULE SHEARWALL PER PLAN REFER TO SHEARWALL SCHEDULE FOR ADDITIONAL RIM SIZE REQUIREMENTS o a a 2 3 T ical Yp Flush Beam w/ Trusses � ) Interior Floor Framin Trusses Parallel 9 � SHEATHE &NAIL PROVIDE VERT. GRAIN PER SHEARWALL BLKG. AT STRAPS SCHEDULE SLOT SHEATHING (2)16d TOENAILS � X cD AT STRAP SHEATHE &NAIL EA. BLOCK ROOF SHEATHING � � � PER SHEARWALL SLOT SHEATHING (4)8d INTO EA. BLOCK PER PLAN BOT. PLATE NAILING PROVIDE VERT. GRAIN SCHEDULE AT STRAP PER SHEARWALL BLKG. AT STRIPS SCHED. BEAM PER PLAN � ' `� � SHEATHING &TRUSS �,, � MAX ALLOWABLE '. DIRECTION PER PLAN ' ; 8d, EA. SIDE '�, ,� LSL 13/4" RIM U.N.O., PER �,� o• NAILING PER � � SHEARWALL SCHEDULE SHEARWALL � � NAILING PER PRE—MANUF. TRUSSES SCHEDULE � � I SHEARWALL TRUSS BLKG. (� 48"oc PER PLAN TRUSS &SHEATHING � \ \ I I SCHEDULE � .� PER PLAN CS14 @ 32"oc W/ LSL 13/4" RIM U.N.O., PER � � _ MAX ALLOWABLE WHERE TRUSSES ARE PARALLEL SHEARWALL SCHEDULE A35 PER SHEARWALL % SCHEDULE 8d, EA. SIDE PROVIDE TRUSS BLKG. � 48 oc SHEARWALL \ _ PER PLAN NAILING PER SHEARWALL H2.5 EA. TRUSS WHERE TRUSSES ARE PERP. A35 PER SHEARWALL SCHEDULE SCHEDULE PROVIDE HANGER PER 2/S6.2 SHEARWALL PER PLAN HEADER/BEAM PER PLAN FOR CALLOUTS IN COMMON SEE 8/S6.2 5 Exterior Flush Beam 6 1 Exterior Non-Bearin Wall 7 9 Truss Per endicular to Exterior Wall p PANEL EDGE NAILING OVER — ALL HOEDOWN STUDS/POST PANEL EDGE NAILING — PANEL EDGE NAILING — VERT. GRAIN BLKG. OVER ALL HOEDOWN OVER ALL HOEDOWN SHEARWALL PER PLAN TO MATCH HOEDOWN STUDS/POST VERT. GRAIN BLKG. TO STUDS/POST STUDS/POST MATCH HOEDOWN STUDS/ HOEDOWN STRAP (where occurs) SHEARWALL PER PLAN POST SHEARWALL PER PLAN VERT. GRAIN BLKG. TO MATCH HOEDOWN STUDS/ PER PLAN. REFER TO HD STRAP A35 PER SHEARWALL SCHEDULE HOEDOWN (where occurs) (4) 8d INTO EA. BLOCK HOEDOWN (where occurs) POST SCHEDULE FOR ADDL. INFO PER PLAN. REFER TO HD PER PLAN. REFER TO HD NAILING PER SHEARWALL (4)8d INTO EA. BLOCK STRAP SCHEDULE FOR TRUSS &SHEATHING STRAP SCHEDULE FOR TRUSS &SHEATHING SCHEDULE (typ) ADDL. INFO. PER PLAN ADDL. INFO. PER PLAN NAILING PER SHEARWALL NAILING PER SHEARWALL LSL 13/4" RIM U.N.O. II � SCHEDULE, TYP. SCHEDULE, TYP. I PER SHEARWALL I \� I I � I II LSL 13/4" RIM U.N.O., PER I I LSL RIM TO MATCH TRUSS I I SCHEDULE I �� � I II � SHEARWALL SCHEDULE DEPTH REFER TO SHEARWALL I I \� I I I � SCHEDULE FOR RIM THICKNESS A35 PER SHEARWALL A35 PER SHEARWALL JOIST DIRECTION AND / WHERE TRUSSES ARE PARALLEL SCHEDULE SCHEDULE SHEATHING PER PLAN / — PROVIDE TRUSS BLKG. @ 48"oc _ _ / l NAILING PER SHEARWALL �� i (2)16d THRU EA. TRUSS NAILING PER SHEARWALL �/ i� (2) 16d INTO EA. BLOCK NAILING PER SHEARWALL \/ i� (2) 16d TOENAILS EA. SCHEDULE (typ) / _ OR BLOCK SCHEDULE, TYP. SCHEDULE, TYP. TRUSS / TRUSS BLKG. (� 48"oc LEAVE ONE END OF BEAM/HDR. PER PLAN SHEARWALL PER PLAN BEAM/HDR. PER PLAN SHEARWALL PER PLAN CC BEAM/HDR. P�4��UB STRAP UNAILED JUST (where occurs) (where occurs) (where occurs�ct 04 2023 PRIOR TO COVERING REFER TO SHEARWALL SCHEDULE REFER TO SHEARWALL REFER TO SHEARWALL CITY OFEDMONDS DEVELOPMENT SERVICES SHEARWALL PER PLAN FOR ADDITIONAL JOIST/BLOCKING � SCHEDULE FOR ADDITIONAL SCHEDULE FOR ADDITIONAL DEPARTMENT SIZE REQUIREMENTS RIM SIZE REQUIREMENTS 1 � RIM SIZE REQUIREMENTS 9 Interior Shearwall Trusses) � O Exterior Floor Framin Wall) � � Exterior Floor Frami Bearin Wall) (w/ (Non-Bearin 9 9 � 9 I��'I�AL �INEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 v! V Wz U_ _0 � � J — W (� m J W QU z W O C G o Z J o O �U� � � `� w a O o o Z � � Z � W �'�/ Q U W � Q } � L.L W� O �j � � Uo��o U 2 � U Q�z�zo J � W � � " N O o � �oz O z w tiwcn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET Wood Details Office Building S6.2 'WALL PER PLA SHEARWALL PER PI AAI IF SHEARWALL OF 16d (� 12"oc AT OTHER WALLS INTERSECTING WA (see left if shear 0 PLYWOOD PANEL EDGE NAILING PER SHEARWALL SCHEDULE 0 BASE PLATE NAILING PER SHEARWALL SCHEDULE 30 16d � 8"oc Holdown Strap Schedule Plan Mark End Length #Nails Ea. End Length Holdown Studs/Post if 2x4 if 2x6 CS16 1'-2" (13) 8d (1) 2x4 (1) 2x6 CMST14 2'-6" (33) 10d 4x6 4x6 PANEL EDGE NAILING TO ALL HOEDOWN STUDS/POST Typical Shearwall Intersections z 0 PANEL EDGE NAILING OVER HOEDOWN POST SHEARWALL PER PLAN HDU HOEDOWN (2)#4 TOP CONT. 1.5D 0 PANEL EDGE NAILING OVER Holdown Schedule HOEDOWN POST HOEDOWN POST HOEDOWN POST Plan Anchor Min. A.B. Embed (D) Holdown Post O PER SCHEDULE PER PLAN Screws SHEARWALL Mark Bolt Stem Wall Footing if 2x4 if 2x6 HEADED BOLT OR PER PLAN ALL -THREAD W/ HDU4-SDS2.5 (10)SDS �/4"x2�/2" 5/8"� 18" 6" 4x4 4x6 WASHER &NUT HDU HOEDOWN PER SCHEDULE HDU5-SDS2.5 (14)SDS �/4"x21/2" 5/8"� S65/8x24 7" 4x4 4x6 MIN #4 � 12"oc (2)#4 TOP CONT. HDU8-SDS2.5 (20)SDS �/4"x2�/2" �/8"� SSTB28 8" 4x6 6x6 .� � E.W. TOP & BOT. o �� ;; HDU11-SDS2.5 (30)SDS �/4"x2�/2" 1"� SB1x30 10" 4x8 6x6 K11�'i;�Iu1A HDU Into Footing Option (2)16d EA. J0: LSL BL BTWN. 2x BLOCKING BTWN. STUDS STEM WALL W/ 0 MINIMUM SIZE OF POST AT END OF WALL UNLESS OTHERWISE REINF. PER GEN. NOTED ON FRAMING PLANS. NOTES (u.n.o.) 8" min. HDU Into Stem Wall Option a T ical HDU Holdown yp PANEL EDGE NAILTAI/1 !1r SHEARWALL BELOV LSL RIM OVER WA TOP PLATE CONNE W/ A35 TRUSS PER PLAN PANEL EDGE NAIL���� - SHEATHING PANEL JOINT - W/ PANEL EDGE NAILING BOTTOM PLATE CONNECTION PANEL EDGE NAILING �� II �� II �� II �� I. �� II Bearing Wall Non —Bearing Wall LSL RIM 16d NAILING SEE NOTES FOR PER SCHEDULE ADDITIONAL REQUIREMENTS 2x NAILER II 1 /2" MAX. TO ' 16d NAILING EDGE OF ti PER SCHEDULE WASHER no+„�i a no+�1i r NOTE: SEE SHEARWALL SCHEDULE FOR ALL NAILING AND CONNECTIONS, NOT OTHERWISE NOTED Shearwall Schedule 0000©o (4)8d INTO EA. BLOCK (2)16d EA. BLOCK (1) JOIST BAY OF BLKG. (� 48"oc 2x BLOCKING BTWN. STUDS T ical Shearwall Construction O yp Mark Sheathing Panel Edge Nailing Top Plate Connection 8 s Base Plate Connection at Wood 10 at Concrete W6 15/32" CDX PLYWOOD 8d � 6"oc A35 (� 24"oc 16d � 6"oc 5/$"� A.B. � 48"oc W4 15/32" CDX PLYWOOD 8d � 4"oc A35 @ 16"oc (2)rows 16d (� 6"oc 5/8"� A.B. � 32"oc W3 ® 15/32" CDX PLYWOOD 8d (� 3"oc A35 � 12"oc (2)rows 16d � 6"oc 5/8"� A.B. � 24"oc W2 ® 15/32" CDX PLYWOOD 8d � 2"oc A35 � 9"oc (2)rows 16d � 4"oc �� 5/s"� A.B. C� 16"oc 2W3 � 15/32" CDX PLYWD. EA. SIDE 8d (� 3"oc EA. SIDE A35 (� 6"oc (3)rows 16d (� 4"oc 14 5/8"� A.B. (� 16"oc N HOEDOWN PER PLAN 3/8" 1/2" � BLOCK PANEL EDGES WITH 2x MIN. LAID FLAT AND NAIL PANELS TO INTERMEDIATE SUPPORTS WITH 8d � 12"o.c. II REFER TO SCHEDULE „ I I min {yP, OO 8d NAILS SHALL BE 0.131 � x 2 1/2 (common) - 16d NAILS SHALL BE 0.135 � x 3 1/2 (box) - 10d NAILS SHALL BE 0.148 � x 3 (common). SHEARWALL � °� �� HOEDOWN POST/STUDS OO EMBED ANCHOR BOLTS AT LEAST 7". DRILLED AND EPDXIED THREADED ROD MAY BE SUBSTITUTED FOR ANCHOR BOLTS WITH 6" EMBEDMENT. PER PLAN I I � � °° PER SCHEDULE _ 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 I I J � �° PLYWOOD � WASHERS. PLATE WASHERS SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE WITH SHEATHING. SEE DETAIL C. I � "' II W � o� PLYWOOD SHEATHING EDGE NAILING � EDGE N � � ® 3x STUDS OR DOUBLE STUDS NAILED TOGETHER W/ BASE PLATE NAILING ARE REQUIRED AT ABUTTING PANEL EDGES OF W3 AND W2. PER PLAN OVER EA. STUD � � � _ SEE DETAIL B. WHERE 3x STUDS ARE USED FOR W2, STAGGER NAILS AT ADJOINING PANEL EDGES. eq. eq. OO 3x FOUNDATION SILL PLATES ARE REQUIRED FOR 2W3 AND 2W2. 3x STUDS ARE REQUIRED AT ABUTTING PANEL EDGES AND PANEL JOINTS � SHALL BE OFFSET EACH SIDE OF WALL. STAGGER NAILS AT ADJOINING PANEL EDGES. 3x STUD, MIN., REQUIRED AT END OF SHEARWALL. ORIENTATION I j FULL WIDTH VERTICAL 16d NAILING _ © TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SINGLE -SIDED SHEARWALLS. ALL END STUDS SHALL RECEIVE PANEL EDGE NAILING. PER PLAN I I GRAIN BLOCKING PER SCHEDULE �_ SEE PLANS AND HOEDOWN SCHEDULE FOR ALTERNATE REQUIREMENTS. TO MATCH HOEDOWN _ OO ALL EXTERIOR WALLS SHALL BE W6, UNLESS NOTED OTHERWISE. — — = STUDS/POST Detail B ® 7/16" O.S.B. MAY BE SUBSTITUTED FOR 15/32" CDX, EXCEPT AT 10d PANEL EDGE NAILING. oo �� PER SCHEDULE PLAN VIEW AT ABUTTING PANEL � O LTP4's (HORIZONTAL ORIENTATION) W/ 8d COMMON MAY BE SUBSTITUTED FOR A35's AT CONTRACTORS OPTION. RESUB EDGES OF W3 & W2 � Oct 04 2023 o� II RIM �o A 2x NAILER ATTACHED W/ BASE PLATE NAILING PER DETAIL A MAY BE SUBSTITUTED FOR A35s AT CONTRACTORS OPTION. �° I I REFER TO PLAN FOR Detail D �� AT MULTI -ROW NAILING, MINIMUM OFFSET BETWEEN ROWS AND ROW SPACING 1/2", SEE DETAIL D. DEVELOYP 1FENTSERVICES DEPARTMENT w � °� I I WALLTCONTINUESE 12 LVL RIMS PERMITTED AT SINGLE SIDED SHEAR WALLS ONLY. �3 PROVIDE (3) ROWS 16d � 6"oc AT LVL RIMS. a �4 MINIMUM RIM OR JOIST 3�/2" WIDE BELOW SHEARWALL. Typical Holdown Schedule � Shearwall Schedule L ENINEE�N� z�z4 Third Avenue - Suite goo -Seattle, WA g8�z� p: zo6.443.6z�z ssfengineers.com 934 Broadway -Tacoma, WA g84oz P� z53•z84.947o ssfengineers.com Copyright 2022 Swenson Say Faget -All Rights Reserved HALF -SCALE ON 11 X17 v! V Wz U_ —0 � � J — IJJ (� m J W QU �— Z� W O C G o Z J � 0 O Q �U� `� �� w a O o o Z � � Z � W �'�/ Q U W � Q } � L.L W�' O �j � � U Uo��o U 2 � Q�z�zo J � W z � � " N O o � �oz O w ti w cn REVISIONS NO. DATE BY 09/29/23 ARCH. ISSUE DATES DESIGN APPROVAL: PERMIT SUBMITTAL: 11/10/22 PERMIT RECEIVED: BID DOCS: CONSTR. DOCS: SHEET INFORMATION 22"x34" SCALE: PLOT DATE: 09/29/23 CAD FILE: 3/4"= 1'-0" U.N.O. JOB NUMBER: 10846-2022-01 CHECKED: BPR DRAWN: CFG STATUS: PERMIT SET Wood Details Office Building S6.3