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APPROVED BECK & CG BLD2021-00881&0116 -STRUCTURAL - REVISED PLANS SLIP SHEETEDISSUE LOG DRAWING INDEX C* Q� G G qj pOo S0.01 DRAWING INDEX AND LIST OF ABBREVIATIONS X X X X X X X X X S0.02 GENERAL STRUCTURAL NOTES X X X X X - - - X S0.03 GENERAL STRUCTURAL NOTES X X X X - - X - - S0.04 SPECIAL INSPECTIONS X X X X - - - - X S0.05 SPECIAL INSPECTIONS X X X X - - - - X S2.00 LEVEL P1 X X X X X - X X - S2.01 LEVEL 1 FLOOR PLAN X X X X - - X X - S2.01 P LEVEL 1 P/T PLAN - X X X - - - X - S2.01 R LEVEL 1 REINFORCING PLAN - X X X X - - X - S2.02 LEVEL 2 CONCRETE FRAMING PLAN X X X X - - X - - S2.02P LEVEL 2 P/T PLAN - X X X - - X - - S2.02R LEVEL 2 REINFORCING PLAN - X X X X - X X - S2.02W LEVEL 2 FLOOR PLAN - - X X - X - - - S2.03 LEVEL 3 FLOOR PLAN X X X X X X - - - S2.04 LEVEL 4 FLOOR PLAN X X X X X X - - - S2.05 LEVEL 5 FLOOR PLAN X X X X X X - - - S2.06 LEVEL 6 FLOOR PLAN X X X X X X - - - S2.07 ROOF PLAN X X X X X X - - - S3.01 SHEAR WALL ELEVATIONS - X X X X - I X - - S3.02 SHEAR WALL ELEVATIONS - - X X X X - - - S3.03 SHEAR WALL ELEVATIONS - X X X - X - - - S3.04 LEVEL P1 PARTIAL PLANS - X X X - - - - - S4.01 TYPICAL CONCRETE COLUMN SCHEDULE AND DETAILS - X X X - - X - - S5.01 TYPICAL SLAB ON GRADE DETAILS X X X X X - - X - S5.02 TYPICAL CONCRETE BASEMENT DETAILS X X X X - - - - - S5.03 CONCRETE DETAILS - X X X - - X X - S5.10 TYPICAL POST -TENSIONED SLAB DETAILS X X X X - - - - - S5.11 TYPICAL POST -TENSIONED SLAB DETAILS X X X X - - X - - S5.12 TYPICAL ELEVATED SLAB DETAILS - X X X - - - - - S5.30 SHEAR WALL DETAILS - X X X - - - - - S5.31 BOUNDARY ELEMENT DETAILS - X X X - - - - - S5.32 COUPLING BEAM DETAILS - X X X X - - - - S6.01 STEEL DETAILS - X X X - - - - - S7.01 WOOD DETAILS X X X X - - - - - S7.02 WOOD DETAILS X X X X - - - - - S7.03 WOOD DETAILS X X X X - - - - - S7.04 WOOD DETAILS X X X X - - - - - S7.05 STAIR DETAILS - X X X - - - - - S7.06 WOOD DETAILS - X X X X - - - - S8.01 CMU DETAILS - X X X - - - - - ISSUE LOG KEY: rn rn rn N N N N N N N N N ' X 'ISSUED AS PART OF A SET o00000000 N N N N N N N N N ' - NOT A PART OF ISSUED SETUj o CO oo o o CO N O N N N N O N ' 'FOR INFORMATION ONLY Q� CD LO 00 I` CD 0� 00 N N � � N O == 0 0 = 0 0 0 LIST OF ABBREVIATIONS A.B. ANCHOR BOLT LVL LAMINATED VENEER LUMBER BEAM ACI AMERICAN CONCRETE INSTITUTE MAX. MAXIMUM ADD'L. ADDITIONAL MBMA METAL BUILDING MANUFACTURERS ASSOCIATION AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL MECH. MECHANICAL AISC AMERICAN INSTITUTE OF STEEL MFR. MANUFACTURER CONSTRUCTION INCORPORATED MIN. MINIMUM ALT. ALTERNATE MISC. MISCELLANEOUS ALUM. ALUMINUM MPH MILES PER HOUR ARCH. ARCHITECT MT MAGNETIC PARTICLE TESTING ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS (N) NEW ASTM AMERICAN SOCIETY FOR N.I.C. NOT IN CONTRACT TESTING AND MATERIALS NLT NAIL LAMINATED TIMBER AWS AMERICAN WELDING SOCIETY NOM. NOMINAL BLDG. BUILDING NO. NUMBER BOT. BOTTOM N.T.S. NOT TO SCALE BRBF BUCKLING RESTRAINED BRACED FRAME O.C. ON CENTER C.G. CENTER OF GRAVITY O.D. OUTSIDE DIAMETER C.I.P. CAST IN PLACE OPP. OPPOSITE C.J. CONTROL JOINT OSL ORIENTED STRAND LUMBER C.J.P. COMPLETE JOINT PENETRATION OWJ OPEN WEB JOIST CL CENTERLINE PAF POWDER ACTUATED FASTENER CLR. CLEAR PART. PARTITION CLT CROSS LAMINATED TIMBER P/C PRECAST CMU CONCRETE MASONRY UNIT PCF POUNDS PER CUBIC FOOT COL. COLUMN PERIM. PERIMETER CONC. CONCRETE PL PLATE CONN. CONNECTION PP PARTIAL PENETRATION CONST. CONSTRUCTION PSF POUNDS PER SQUARE FOOT CONT. CONTINUOUS PSL PARALLEL STRAND LUMBER db BAR DIAMETER PSI POUNDS PER SQUARE INCH DBA DEFORMED BAR ANCHOR P/T POST -TENSIONED DET. DETAIL P.T. PRESSURE TREATED DIA., 0 DIAMETER PVC POLYVINYL CHLORIDE DIAG. DIAGONAL R, RAD. RADIUS D.L. DEAD LOAD RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS DLT DOWEL LAMINATED TIMBER REF. REFERENCE DWG. DRAWING RET. RETURN ELEC. ELECTRICAL REINF. REINFORCING EL. ELEVATION REQ'D. REQUIRED EQ. EQUAL REQ'MTS. REQUIREMENTS EXIST., (E) EXISTING SCHED. SCHEDULE EXP. EXPANSION S.C. SLIP CRITICAL EXT. EXTERIOR SCL STRUCTURAL COMPOSITE LUMBER FDN. FOUNDATION SIM. SIMILAR FIN. FINISH SLRS SEISMIC LOAD RESISTING SYSTEM FLR. FLOOR S.O.G. SLAB ON GRADE FT. FOOT SPEC. SPECIFICATION FTG. FOOTING SQ. SQUARE FRT FIRE RETARDANT TREATED SS STAINLESS STEEL GA. GAUGE SSMA STEEL STUD MANUFACTURERS GALV. GALVANIZED ASSOCIATION GL GLULAM STD. STANDARD HORIZ. HORIZONTAL STRUCT. STRUCTURAL HSS HOLLOW STRUCTURAL STEEL SYM. SYMMETRICAL IBC INTERNATIONAL BUILDING CODE THRU THROUGH ICBO INTERNATIONAL CONFERENCE T&G TONGUE AND GROOVE OF BUILDING OFFICIALS TRANS. TRANSVERSE I.D. INSIDE DIAMETER TJ TRUSS JOIST IN. INCH TS LIGHT GAUGE TUBE STEEL INT. INTERIOR TYP. TYPICAL K KIPS U.N.O. UNLESS NOTED OTHERWISE KSF KIPS PER SQUARE FOOT U.T. ULTRASONIC TESTING KSI KIPS PER SQUARE INCH VERT. VERTICAL LB. POUND V.I.F. VERIFY IN FIELD L.L. LIVE LOAD w/ WITH LLH LONG LEG HORIZONTAL WF WIDE FLANGE LLV LONG LEG VERTICAL w/o WITHOUT LOC. LOCATION W.P. WORK POINT LONG. LONGITUDINAL WPS WELDING PROCEDURE LSL LAMINATED STRAND LUMBER BEAM SPECIFICATION LVF LOW VELOCITY FASTENER WWF WELDED WIRE FABRIC REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N N. I NG R9 A` �F WAS& T _ O � Z o CS) TF(0 47422 POD TURAL FSS A Q0 N O 00 O o P- Zz O = Q W U 0 LL Z O z 0 Z O J > J O -0 0 � 0 0 ti Z m F_ p W Z c:) Q N U a_ REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 DRAWING INDEX AND LIST OF ABBREVIATIONS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER • 1 STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INTO THEIR SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. CODE REQUIREMENTS: CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS. TEMPORARY CONDITIONS: THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES. CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. RETAINING WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE WALL. EXISTING CONDITIONS: ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. ASSUMED FUTURE CONSTRUCTION: VERTICAL: NONE HORIZONTAL: NONE DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS (L.L.) REDUCED PER IBC. DESIGN CRITERIA GRAVITY SYSTEM CRITERIA ROOF LIVE/SNOW LOAD 25 PSF L.L. ALSO SEE SNOW LOAD CRITERIA BELOW FLOOR LIVE LOADS: UNIFORM LOAD CONCENTRATED LOAD OFFICES 50 PSF L.L. + 15 PSF FOR PARTITIONS, OR 100 PSF L.L. (INCLUDING PARTITIONS) WHICHEVER IS MORE CRITICAL FOR MEMBER DESIGN 2,000 LBS. CORRIDORS AND STAIRS 100 PSF L.L. 2,000 LBS. (300 LBS. AT STAIRS) RESIDENTIAL 40 PSF L.L. - PARKING 40 PSF L.L. 3,000 LBS. ASSEMBLY AREAS, RETAIL 100 PSF L.L. 2,000 LBS. STORAGE (LIGHT) 125 PSF L.L. 2,000 LBS. VERTICAL FLOOR DEFLECTION (CLADDING DESIGN) 0.75" OR L/360 WHICHEVER IS LESS LONG TERM DEAD LOAD PLUS LIVE LOAD; 0.375" OR L/600 WHICHEVER IS LESS AT BRICK VENEER SUPPORTS VERTICAL FLOOR DEFLECTION (INTERIOR) L/360 LIVE LOAD PER IBC TABLE 1604.3 NOTES: 1. LIVE LOADS REDUCED PER IBC. 2. MEMBER DESIGNED FOR MORE CRITICAL OF UNIFORM OR CONCENTRATED LOAD. SNOW CRITERIA DESIGN ROOF SNOW LOAD 25 PSF MINIMUM IN ACCORDANCE WITH IBC SNOW DRIFT PER IBC AS SHOWN ON PLANS GROUND SNOW LOAD Pg= 25 PSF FLAT ROOF SNOW LOAD Pf = 17.5 PSF SNOW EXPOSURE FACTOR Ce = 1.0 SNOW LOAD IMPORTANCE FACTOR Is = 1.0 THERMAL FACTOR Ct = 1.0 E N A C T I E DESIGN BASED ON REPORT BY: ERRACON, DATED DECE BER 12, 2018 WITH A DENDUM DATED S PTEMBER 18, 2019 AND DECEMBER 6, 2019 RETAINING WALLS - CANTILEVERED 4 F UIVALENT FL-tJfD S E RETAINING WALLS - BRACED AT TOP 60 PCF (EQUIVALENT FLUID PRESSURE) RETAINING WALLS - SEISMIC 7H^2 PLF APPLIED AT 0.6H; H=WALL HEIGHT ALLOWABLE SOIL PRESSURE: DENSE NATIVE SOIL 5,0 0 P F (BACKFI L WI H L AN giX C NC ETE NHE11E E CAV TIO TO DE SE ATIV SOl EXTEND BE OW OTT M a FNTIN ELEVATI NS SHORT TERM LOADING 1/3 INCREASE E WIND CRITERIA RISK CATEGORY II MAIN WIND FORCE RESISTING SYSTEM Vult = 110 MPH ULTIMATE DESIGN WIND SPEED (3-SECOND GUST) COMPONENTS AND CLADDINGS Vult = 110 MPH ULTIMATE DESIGN WIND SPEED 3-SECOND GUST EXPOSURE CATEGORY B GUST/INTERNAL PRESSURE GCpi = +/- 0.18 SEISMIC CRITERIA RISK CATEGORY II SEISMIC DESIGN CATEGORY D SITE CLASS D IMPORTANCE FACTOR IE = 1.0 MICE SPECTRAL ACCELERATION Ss = 1.273 S1 = 0.497 SITE COEFFICIENT Fa = 1.000 Fv = 1.503 DESIGN SPECTRAL ACCELERATION SDS = 0.849 SD1 = 0.498 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PER ASCE 7-10, SECTION 12.8 UPPER FLOORS X DIRECTION (E / W) Y DIRECTION (N / S) SEISMIC FORCE RESISTING SYSTEM (SFRS) WOOD STRUCTURAL PANEL SHEAR WALLS WOOD STRUCTURAL PANEL SHEAR WALLS RESPONSE MODIFICATION FACTOR R = 6.5 R = 6.5 SEISMIC RESPONSE COEFFICIENT Cs = 0.131 Cs = 0.131 DESIGN BASE SHEAR 501 KIPS 501 KIPS REDUNDANCY FACTOR rho = 1.0 rho = 1.0 DESIGN INELASTIC STORY DRIFT A = 2.0" A = 2.0" LOWER FLOORS X DIRECTION (E / W) Y DIRECTION (N / S) SEISMIC FORCE RESISTING SYSTEM (SFRS) SPECIAL REINFORCED CONCRETE SHEAR WALLS SPECIAL REINFORCED CONCRETE SHEAR WALLS RESPONSE MODIFICATION FACTOR R = 5 R = 5 SEISMIC RESPONSE COEFFICIENT Cs = 0.170 Cs = 0.170 DESIGN BASE SHEAR 1,890 KIPS 1,890 KIPS REDUNDANCY FACTOR rho = 1.3 rho = 1.3 DESIGN INELASTIC STORY DRIFT A = 1/2" A = 1/2" SEISMIC FORCE -RESISTING SYSTEM: THE SEISMIC FORCE -RESISTING SYSTEM (SFRS) FOR THE COMPLETED STRUCTURE IS AS FOLLOWS: TWO STAGE SYSTEM: UPPER STRUCTURE: WOOD STRUCTURAL PANEL FLOORS ACT AS DIAPHRAGMS TO DISTRIBUTE LATERAL LOADS TO WOOD STRUCTURAL PANEL SHEAR WALLS LOWER STRUCTURE: REINFORCED CONCRETE FLOORS ACT AS DIAPHRAGMS TO DISTRIBUTE LATERAL LOADS TO REINFORCED CONCRETE SHEAR WALLS REFERENCE SHEETS S3.01 THRU S3.04 FOR SFRS ELEVATIONS AND DETAILS. REFERENCE PLANS FOR ADDITIONAL SFRS COMPONENTS AND DETAILS. REFER TO THE GENERAL STRUCTURAL NOTES AND PROJECT SPECIFICATIONS FOR DETAILING, INSTALLATION, TESTING AND INSPECTION REQUIREMENTS FOR MEMBERS THAT ARE PART OF THE SFRS. GENERAL STRUCTURAL NOTES STRUCTURAL OBSERVATION: THE STRUCTURAL ENGINEER OF RECORD (SEOR) WILL PERFORM STRUCTURAL OBSERVATION BASED ON THE REQUIREMENTS OF THE IBC AT THE STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SEOR TO PERFORM THESE OBSERVATIONS. STRUCTURAL OBSERVATIONS ITEM OBSERVED BY (2) COMMENTS AOR SEOR PRIOR TO FIRST CONCRETE POUR X REF. NOTES 1,3,4,5 PRIOR TO FIRST CONCRETE DECK POUR X REF. NOTES 1,3,4,5 PRIOR TO BEGINNING SHOTCRETE OPERATIONS X REF. NOTES 1,3,4,5 DURING INITIAL STEEL ERECTION X REF. NOTES 1,3,4 AS REQUIRED TO ADDRESS STRUCTURAL ISSUES X REF. NOTES 1,3,4 TABLE FOOTNOTES: 1. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SEOR IN ADVANCE. 2. SEOR - STRUCTURAL ENGINEER OF RECORD. AOR - ARCHITECT OF RECORD. 3. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING EACH SITE VISIT. 4. STRUCTURAL OBSERVATION IS FOR THE GENERAL CONFORMANCE OF THE STRUCTURAL DRAWING, SPECIAL INSPECTION IS STILL REQUIRED. 5. AFTER REINFORCING STEEL HAS BEEN INSTALLED. SPECIAL INSPECTION AND TESTING: SPECIAL INSPECTION WILL BE PROVIDED BY THE OWNER BASED ON THE REQUIREMENTS OF THE IBC AS SUMMARIZED IN THE SPECIAL INSPECTION AND TESTING PROGRAM ON SHEET S0.04 AND S0.05. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM THESE INSPECTIONS. SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OF ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: SUBMITTALS ITEM SUBMITTAL (1,4) DEFERRED SUBMITTAL (2,4) COMMENTS CONCRETE MIX DESIGNS X CONCRETE REINFORCEMENT X POST TENSIONED REINFORCING X MASONRY REINFORCEMENT X CONCRETEANCHORAGES X EMBEDDED STEEL ITEMS X CONCRETE SLAB AND WALL MEP PENETRATION COORDINATION PLAN X STRUCTURALSTEEL X STEEL WELDING PROCEDURES X STEEL DECKING X STEELFASTENERS X GLUE -LAMINATED MEMBERS X ENGINEERED WOOD I -JOISTS X X METAL PLATE CONNECTED WOOD TRUSSES X CONTINUOUS ROD TIEDOWN SYSTEM X EXTERIOR COLD FORMED METAL FRAMING X CURTAIN WALL, WINDOW WALL AND OTHER GLAZING SYSTEMS, AND SKYLIGHTS X CANOPIES AND AWNINGS STAIRS, LADDERS, AND RAILINGS X X MEP EQUIPMENT ANCHORAGE AND BRACING X REF. NOTE 3 TABLE FOOTNOTES: 1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION OF STRUCTURAL ITEMS. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE SEOR. 2. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE REQUIREMENTS OF THE IBC AND AS NOTED UNDER "DESIGN CRITERIA". 3. THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICAL EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING WITH THE STRUCTURE. CONNECTIONS TO STRUCTURE SHALL CONFORM TO ASCE 7-10 CHAPTER 13, BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. 4. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION. 5. THE USE OF REPRODUCTIONS OR PHOTOCOPIES OF THE CONTRACT DRAWINGS SHALL NOT BE PERMITTED. WHEN CAD OR REVIT FILES ARE PROVIDED TO THE CONTRACTOR OR SUBCONTRACTORS, IT IS THE RESPONSIBILITY OF THE DETAILERS TO REMOVE ALL INFORMATION NOT DIRECTLY RELEVANT TO THE CREATION OF THE PLACING DRAWINGS AS WELL AS ALL REFERENCES TO THE OUTSIDE SOURCE FILES. CONCRETE: CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE IBC. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD CYLINDER TESTS PER ASTM C39. MIX DESIGNS SHALL BE AS FOLLOWS: CONCRETE MIX DESIGNS USE (PSI) T (DA SGEST E MAX. W/CM RATIO NOTE 1 MAX. AGGREGATE SIZE INTERIOR SLABS ON GRADE 4,000 28 0.50 1" BASEMENT WALLS, SPREAD FOOTINGS 4,000 28 0.45 1" MAT FOUNDATIONS 5,000 28 0.45 1" SLABS, COLUMNS AS NOTED (NOTE 4) 5,000 28 0.45 3/4" COLUMNS AS NOTED 7,000 28 0.45 3/4" SHEAR WALLS, SLABS AS NOTED 6,000 28 0.45 3/4" TABLE FOOTNOTES: 1. VERIFY WATER-CEMENTITIOUS MATERIAL RATIO WITH FLOOR COVERING MANUFACTURER FOR CONCRETE FLOORS WITH MOISTURE SENSITIVE FLOOR COVERINGS. 2. ESTABLISH WATER-CEMENTITIOUS MATERIAL RATIO PER ACI 318-11 CHAPTER 5. 3. REFERENCE EXPOSED SLAB GENERAL NOTES FOR ADDITIONAL MIX REQUIREMENTS. 4. POST -TENSIONED OR PRESTRESSED CONCRETE SHALL NOT CONTAIN MORE THAN 0.06% CHLORIDE IONS BY WEIGHT OF CEMENT. PORTLAND CEMENT CONTENT MAY BE REPLACED UP TO 20% WITH FLY ASH CONFORMING TO ASTM C618 (INCLUDING TABLE 2A) TYPE F OR TYPE C OR UP TO 50% WITH SLAG CEMENT CONFORMING TO ASTM C989, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA. FOR MIX DESIGNS WITH f'c = 5,000 PSI OR LESS, SLAG CEMENT MAY BE SUBSTITUTED FOR FLY ASH AT A 1:1 RATIO WITHOUT TEST DATA. WHEN SLAG CEMENT IS SUBSTITUTED IN HIGHER STRENGTH MIXES OR AT DIFFERENT RATIO, THE MIX STRENGTH MUST BE SUBSTANTIATED BY TEST DATA. A WATER -REDUCING ADMIXTURE CONFORMING TO ASTM C494 USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS SHALL BE INCORPORATED IN CONCRETE MIX DESIGNS. A HIGH -RANGE WATER -REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C494 TYPE F OR G MAY BE USED IN CONCRETE MIXES PROVIDING THAT THE SLUMP DOES NOT EXCEED 10". AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR ALL CONCRETE EXPOSED TO WEATHER. THE AMOUNT OF ENTRAINED AIR BY VOLUME SHALL BE AS FOLLOWS ± 1.5%: CONCRETE MIX AIR CONTENT MAX. AGGREGATE SIZE CONCRETE SUBJECT TO FREEZE/THAW CONCRETE SUBJECT TO CONT. MOISTURE AND/OR DEICING CHEMICALS 3/8" 6.0% 7.5% 1/2" 5.5% 7.0% 3/4" 5.0% 6.0% ill 4.5% 6.0% 1-1/2" 4.5% 5.5% CONCRETE ELEMENTS SUBJECT TO FREEZE/THAW INCLUDE ALL MISC. CONCRETE, CURBS, EXTERIOR SLABS, WALLS, BEAMS AND COLUMNS. CONCRETE ELEMENTS SUBJECT TO CONTINUOUS MOISTURE AND/OR DEICING CHEMICALS INCLUDE ALL PARKING SLABS AND RAMPS. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS ALONG WITH TEST DATA COMPLIANT WITH ACI 318-11 A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. NO WATER MAY BE ADDED TO CONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE SUPPLIER IN CONJUNCTION WITH THE CONCRETE MIX DESIGN. SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE PER ACI 318 SECTION 11.6.9. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE. VERIFY ALL BLOCK OUTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING REQUIREMENTS. FORMWORK, SHORING AND RE -SHORING: FORMWORK, SHORING AND RE -SHORING DESIGN IS THE CONTRACTOR'S RESPONSIBILITY AND SHALL CONFORM TO ACI 347R-14 AND ACI 347.2-17. SHORING AND SUPPORTING FORMWORK SHALL NOT BE REMOVED FROM HORIZONTAL MEMBERS BEFORE CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGN STRENGTH, AS DETERMINED BY FIELD CURED CYLINDERS. IN ADDITION, SHORING SHALL NOT BE REMOVED SOONER THAN THE FOLLOWING CUMULATIVE TIME PERIODS WITH SURROUNDING TEMPERATURE GREATER THAN OR EQUAL TO 50 DEGREES FAHRENHEIT: FORMWORK, SHORING AND RE -SHORING ELEMENT MINIMUM REMOVAL TIME COMMENTS POST -TENSIONED SYSTEMS AS SOON AS FULL APPLIES TO BOTH SLAB AND BEAM POST -TENSIONING FORCE SYSTEMS HAS BEEN APPLIED JOIST, BEAM OR GIRDER SOFFITS 7 DAYS FORM REMOVAL TIME MAY BE HALF OF THAT SHOWN WHERE FORMS LESS THAN 10'-0" CLEAR SPAN 10'-0" TO 20'-0" 14 DAYS WILL BE REMOVED WITHOUT CLEAR SPAN OVER 20'-0" 21 DAYS DISTURBING SHORES. ONE WAY FLOOR SLABS 4 DAYS FORM REMOVAL TIME MAY BE HALF OF THAT SHOWN WHERE FORMS LESS THAN 10'-0" CLEAR SPAN 10'-0" TO 20'-0" 7 DAYS WILL BE REMOVED WITHOUT CLEAR SPAN OVER 20'-0" 10 DAYS DISTURBING SHORES, 3 DAYS MIN. _qWr)TrP1=T1=- STRUCTURAL SHOTCRETE MAY BE USED IN LIEU OF CAST IN PLACE CONCRETE. SHOTCRETE WORK SHALL CONFORM TO SECTION 1910 OF THE IBC ACI 506.2-13. NON -CONTACT LAP SPLICES SHALL BE DETAILED IN THE REBAR SUBMITTAL SHOP DRAWINGS IN ACCORDANCE WITH IBC SECTION 1908.4.3. PRE -CONSTRUCTION TESTS SHALL BE PERFORMED IN ACCORDANCE TO THE SPECIFICATIONS AND IBC SECTION 1910.10. PRECONSTRUCTION TEST PANELS SHALL REPRESENT THE MOST CONGESTED AREA SPECIFIED IN THE STRUCTURAL DESIGN INCLUDING LAP SPLICES, TIES, COUPLERS, DIAGONAL BARS, EMBEDDED COLLECTORS, ETC. USING THE DESIGN MIXTURE, SHOOTING ORIENTATION, EQUIPMENT, AND NOZZLE OPERATOR TO BE USED DURING CONSTRUCTION. THE CONTRACTOR SHALL SUBMIT PRECONSTRUCTION TEST PANEL SHOP DRAWINGS FOR REVIEW BY THE SEOR. NO SHOTCRETE WORK SHALL COMMENCE ON THE PROJECT UNTIL THE PRE -CONSTRUCTION PERFORMANCE TESTING REQUIREMENTS HAVE BEEN COMPLETED AND ACCEPTED BY THE SEOR. REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS: REINFORCING STEEL CONCRETE COVER USE CLEAR COVER BEAMS, JOISTS AND COLUMNS 1-1/2" (TO STIRRUPS OR TIES) SLABS 3/4" PARKING SLABS AND EXPOSED SLABS 1-1/2" (TOP), 1" (BOTTOM) WALLS: INTERIOR FACES 3/4" EXPOSED TO EARTH OR WEATHER 1-1/2" (#5 AND SMALLER) 2" (#6 AND LARGER) CONCRETE CAST AGAINST AND EXPOSED TO EARTH 3" CONCRETE WALL REINFORCING: CONCRETE WALL REINFORCEMENT TO BE AS FOLLOWS, U.N.O..: CONCRETE WALL REINFORCING WALL THICKNESS HORIZONTAL BARS VERTICAL BARS LOCATION 6" #4 @ 12" o.c. #4 @ 12" o.c. AT CL OF WALL 8" #4 @ 10" o.c. #4 @ 10" o.c. AT CL OF WALL 101, #4 @ 16" o.c. #4 @ 16" o.c. AT EACH FACE 12" #4 @ 12" o.c. #4 @ 12" o.c. AT EACH FACE CONCRETE REINFORCING DETAILS: CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS, COLUMNS AND INTERSECTING WALLS. AT SLAB AND WALL OPENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER AND AT THE SIDES OF THE OPENINGS. EXTEND THESE BARS LAP DISTANCE OR A MINIMUM OF 2'-0" PAST THE OPENING. PROVIDE ONE #5 FOR SINGLE -LAYER REINFORCING AND ONE #5 EACH FACE FOR DOUBLE -LAYER REINFORCING, 4'-01, LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. REFER TO TYPICAL DETAILS FOR DISPOSITION OF CORNER BARS AND BARS IN SMALL WALL SECTIONS. SLAB BARS SHALL BE HOOKED INTO WALLS, OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB REINFORCING. PROVIDE TWO #4, 4'-0" LONG DIAGONALLY AT EACH RE-ENTRANT CORNER IN SLABS. PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTICAL WALL REINFORCING, UNLESS NOTED OTHERWISE. SHOP DRAWINGS SHALL INCLUDE ALL SPECIAL REINFORCEMENT LISTED ABOVE. CONCRETE ACCESSORIES: HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS (ICC ESR-2856) OR APPROVED ALTERNATE. DEFORMED BAR ANCHORS (DBA) UP TO #6 BAR SHALL BE NELSON, TYPE D6L A706, OR APPROVED ALTERNATE. STUDS AND DBA SHALL BE AUTOMATICALLY END -WELDED WITH THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATIONS. REINFORCING STEEL SHALL BE WELDED TO STEEL PLATE OR SECTIONS WITH AN ALL AROUND FILLET WELD OR C.J.P. WELD, REF. TABLE BELOW: REINFORCING STEEL WELDING SCHEDULE BAR SIZE FILLET WELD SIZE IN MINIMUM PLATE THICKNESS IN #3 1 /4 1 /4 #4 5/ 16 1 /4 #5 3/8 1 /4 #6 7/16 5/16 #7 1/2 3/8 #8 9/ 16 3/8 #9 1 5/8 1 7/16 #10 1 11/16 1112 #11 1 3/4 1 9/16 TABLE FOOTNOTES: SHOTCRETE STRENGTHS SHALL BE VERIFIED BY CONSTRUCTION TESTING PER THE SPECIFICATIONS, IBCC 1. USE A706 GRADE 60 REINFORCING STEEL 1910.10 AND ACI 506.2-13. CONTRACTOR SHALL MAKE TEST PANELS FOR EACH SHOTCRETE MIXTURE AND 2. USE E70 ELECTRODE EACH SHIFT OR FOR EVERY 50 CUBIC YARDS OF SHOTCRETE PLACE, WHICHEVER IS LESS. TEST (3) 3.75" 3. FILLET WELD TO BE ALL AROUND BAR. USE C.J.P. AT CONTRACTOR'S OPTION. DIAMETER CORES PER TEST PANEL TO VERIFY COMPRESSIVE STRENGTH ACCORDING TO ASTM C1140. 4. BARS TO BE PERPENDICULAR TO PLATE. PLATE TO BE GRADE 36 MINIMUM. REINFORCING STEEL: e ALL LONGITUDINAL FLEXURAL REINFORCEMENT IN BEAMS, COLUMNS AND SHEAR WALLS AND COUPLING BEAMS SHALL BE ASTM A706, GRADE 60. ALL OTHER DEFORMED BAR REINFORCEMENT MAY BE ASTM A615 GRADE 60 OR ASTM A706 GRADE 60. ASTM A615 REINFORCEMENT MAY BE SUBSTITUTED FOR ASTM A706 REINFORCEMENT PROVIDED THAT THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED 78,000 PSI AND THE RATIO OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25 AND THE ELONGATION REQUIREMENTS OF ACI 318-14 ARE MET. MILL TESTS CERTIFICATIONS FOR SUBSTITUTED BARS SHALL BE SUBMITTED TO THE SPECIAL INSPECTOR AND SEOR PRIOR TO PLACEMENT. BARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON WELL -CURED CONCRETE BLOCKS OR APPROVED METAL OR PLASTIC CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL BEAMS, WALLS AND COLUMNS SHOWING BAR LOCATIONS. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. BARS SPLICED WITH NONCONTACT LAPS SHALL BE SPACED NO FARTHER THAN 1/5TH THE LAP LENGTH OR 6 INCHES. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON SUPERIOR BAR -LOCK (ICC ESR-2495) OR TAPER -LOCK COUPLERS (IAPMO ES-0319) OR APPROVED WITH A CURRENT EVALUATION APPROVAL REPORT. TYP. WALL AND SLAB LAP SPLICE LENGTH SCHEDULE IN. BAR SIZE WALL VERTICAL AND SLAB BOTTOM BARS (NOTE 7) WALL HORIZONTAL AND SLAB TOP BARS (NOTE 7) f'c = 4,000 PSI f'c = 5,000 PSI f'c = 6,000 PSI f'c = 7,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI f'c = 6,000 PSI f'c = 7,000 PSI #3 16 14 14 12 20 18 18 16 #4 26 24 22 20 34 30 28 26 #5 32 30 26 24 42 38 34 32 #6 38 34 32 30 50 44 40 38 #7 62 54 50 46 78 70 64 60 #8 74 68 62 56 98 88 80 74 #9 92 82 74 70 118 106 96 90 #10 1 108 98 90 84 142 126 116 108 #11 1 128 1 116 106 96 166 150 136 126 TYP. BEAM AND COLUMN LAP SPLICE LENGTH SCHEDULE IN. BAR SIZE f'c = 4,000 PSI f'c = 5,000 PSI f'c = 6,000 PSI f'c = 7,000 PSI BEAM TOP BARS OTHER BARS BEAM TOP BARS OTHER BARS BEAM TOP BARS OTHER BARS BEAM TOP BARS OTHER BARS #4 22 16 20 14 18 14 18 12 #5 30 20 26 18 24 16 22 16 #6 34 24 32 22 28 20 26 18 #7 50 34 46 30 42 28 1 38 26 #8 58 38 52 34 48 32 44 30 #9 66 48 60 42 54 40 50 36 #10 76 58 68 54 62 48 58 44 #11 1 92 70 1 82 64 74 58 68 54 TYP. FOUNDATION AND MAT LAP SPLICE LENGTH SCHEDULE QNJ BAR SIZE BOTTOM BARS (NOTE 7) TOP BARS (NOTE 7) f'c = 4,000 PSI f'c = 5,000 PSI f'c = 6,000 PSI f'c = 7,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI f'c = 6,000 PSI f'c = 7,000 PSI #3 14 14 12 1 12 20 18 16 14 #4 20 18 16 14 26 22 20 20 #5 24 22 20 18 32 28 26 24 #6 28 26 24 22 38 34 30 28 #7 42 38 34 32 54 48 44 42 #8 48 42 38 36 62 54 50 46 #9 54 48 44 40 70 62 58 52 #10 60 54 1 50 46 78 70 64 60 #11 68 60 1 54 1 50 90 1 82 1 74 68 TABLE FOOTNOTES . MINIMUM LAP SPLICES NOTED ARE FOR MEMBERS THAT ARE NOT PART OF THE SFRS. FOR REBAR LAPS SPLICES AT SFRS ELEMENTS, ELEVATIONS. 2. ASTM A615 OR ASTM A706, GRADE 60 DEFORMED REINFORCING BARS 3. MINIMUM CLEAR COVER AND BAR SPACING of 4db TO BE PROVIDED. 4. NORMAL WEIGHT CONCRETE. 5. SLAB, FOUNDATION AND MAT TOP BARS ARE BARS CAST ABOVE MORE THAN 121, OF FRESH CONCRETE. ALL OTHER SLAB BARS MAY BE CONSIDERED BOTTOM BARS. CAST -IN -PLACE ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 GRADE 55, MEETING SUPPLEMENTAL REQUIREMENT S1 (WELDABLE) U.N.O. POST -INSTALLED ANCHORS SHALL BE AS FOLLOWS UNLESS OTHERWISE INDICATED ON THE DRAWINGS: POST INSTALLED CONCRETE ANCHORS TYPE APPROVED ANCHORS HILTI KWIK BOLT TZ (ICC ESR-1917) EXPANSION SIMPSON STRONG -BOLT 2 (ICC ESR-3037) DEWALT POWER -STUD+ SD2 (ICC ESR-2502) HILTI KWIK HUS-EZ (ICC ESR-3027) CONCRETE SCREW SIMPSON TITEN HD (ICC ESR-2713) DEWALT SCREW -BOLT+ (ICC ESR-3889) HILTI HIT-HY 200 (ICC ESR-3187) ADHESIVE HILTI HIT -RE 500 V3 (ICC ESR-3814) ANCHORS SIMPSON SET-XP (ICC ESR-2508) DEWALT PURE110+ (ICC ESR-3298) ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND PRODUCT EVALUATION REPORTS. EMBEDMENTS SPECIFIED ON DRAWINGS ARE "EFFECTIVE" EMBEDMENTS. REFERENCE MANUFACTURER LITERATURE FOR CORRESPONDING ACTUAL EMBEDMENT DEPTHS. REQUESTS FOR ANCHOR SUBSTITUTIONS SHALL BE SUBMITTED TO THE SEOR IN WRITING ALONG WITH EVIDENCE OF EQUAL OR GREATER CAPACITY TO THE SPECIFIED CONNECTION. DO NOT CUT REINFORCING IN NEW OR EXISTING CONCRETE DURING INSTALLATION. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED SHALL BE PERFORMED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER AS CERTIFIED THROUGH ACl/CRSI AND IN ACCORDANCE WITH ACI 318-11 SECTION D.9.2.2. PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE SEOR PRIOR TO INSTALLATION. ALL -THREAD ROD FOR ADHESIVE ANCHORS SHALL CONFORM TO ASTM F1554 GRADE 55, U.N.O. ANCHORS EXPOSED TO EARTH OR WEATHER SHALL BE PROTECTED FROM CORROSION BY HOT -DIP GALVANIZING OR USE OF STAINLESS STEEL. PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT -DIPPED GALVANIZED AFTER FABRICATION, U.N.O. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING. IN ACCORDANCE WITH ACI 318-11 SECTION D.2.2 ADHESIVE ANCHORS SHALL NOT BE INSTALLED FOR A MINIMUM OF 21 DAYS AFTER CASTING CONCRETE. POST -TENSIONING SYSTEMS: ALL POST -TENSIONED CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT TRANSFER OF PRESTRESS FORCE AND A MINIMUM STRENGTH, SPECIFIED ON PLANS, AT 28 DAYS, AS SUBSTANTIATED BY STANDARD CYLINDER TESTS (FIELD CURED FOR VERIFICATION OF TRANSFER STRENGTH). EXTRA FIELD -CURED TEST CYLINDERS MAY BE REQUIRED AT THE CONTRACTOR'S OPTION. POST -TENSIONING SHALL BE INSTALLED TO PROVIDE THE REQUIRED FINAL PRESTRESS FORCE (AFTER ALL LOSSES) AT THE LOCATION SHOWN ON THE PLANS OR DETAILS FOR EACH MEMBER. POST- TENSIONING REINFORCEMENT SHALL CONFORM TO ASTM A416 FOR UNCOATED SEVEN -WIRE, STRESS- RELIEVED, LOW RELAXATION, GRADE 270 STRANDS. POST -TENSIONING REINFORCEMENT SHALL BE 1/21, DIAMETER UNBONDED TENDONS, UNLESS NOTED OTHERWISE. PROVIDE FULLY ENCAPSULATED SYSTEM FOR UNBONDED TENDONS. RECORDS OF TENDON ELONGATIONS SHALL BE SUBMITTED TO AND REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO CUTTING THE TENDON ENDS. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS OF ALL BEAMS, AS WELL AS PLANS OF ALL SLABS SHOWING ALL TENDON LOCATIONS. SPACING OF TENDONS OR GROUPS OF TENDONS IN THE DISTRIBUTED DIRECTION SHALL NOT EXCEED 5 FEET, NOR 8 TIMES THE SLAB THICKNESS. CONCRETE COVER FOR TENDONS SHALL BE AS SHOWN ON THE PLANS. TENDONS SHALL BE INSTALLED WITH A PARABOLIC DRAPE WITHIN ±1/8" OF THE ELEVATION SHOWN ON THE PLANS FOR HIGH AND LOW POINTS AND WITHIN ±1/4" AT OTHER LOCATIONS. THE MINIMUM RADIUS OF CURVATURE FOR TENDONS IN THE VERTICAL OR HORIZONTAL PLANE SHALL BE 21 FEET. ANCHORAGES, COUPLERS, AND OTHER FITTINGS SHALL BE THE ICC APPROVED MANUFACTURER'S STANDARD DESIGN FOR THE LOADS APPLIED. MINIMUM CONCRETE COVER FOR ANCHORAGES SHALL BE 2". PROVIDE ONE #4 REINFORCING BAR ABOVE AND BELOW ALL STRESSING AND ANCHOR POINTS. CAST POUR STRIPS 60 DAYS (MINIMUM) AFTER POST -TENSIONING THE ADJACENT STRUCTURE ON EACH SIDE. JOINTS AT POUR STRIPS EXPOSED TO VIEW SHALL BE TOOLED AND FILLED WITH JOINT SEALER. WITHIN THE FIRST YEAR OF SUBSTANTIAL COMPLETION, PROVIDE EPDXY INJECTION REPAIR OF ALL CRACKS 0.025" OR WIDER, AND ALL CRACKS 0.015" OR WIDER IN PARKING SLABS OR OTHER LOCATIONS EXPOSED TO WEATHER. CONTRACTOR SHALL PROVIDE A MINIMUM ALLOWANCE FOR CRACK REPAIR EQUAL TO 0.005x(TOTAL P/T FLOOR AREA) OF LINEAL FEET FOR REPAIR, HOWEVER CONSTRUCTION MEANS AND METHODS MAY SIGNIFICANTLY IMPACT THE AMOUNT OF CRACKING AND THIS RECOMMENDATION MAY BE EXCEEDED IN THE FIELD. REF. P/T SPECIFICATION FOR ADDITIONAL INFORMATION ON CRACK REPAIR. NOTIFY ARCHITECT AND SEOR FOR APPROVAL PRIOR TO ANY CRACK REPAIR ACTIVITIES. EPDXY ADHESIVE FOR CRACK REPAIR: EPDXY REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO -COMPONENT, LIQUID EPDXY WITH NON -SAG CONSISTENCY AND A LONG POT LIFE. THE EPDXY ADHESIVE SHALL BE SUITABLE FOR USE ON DRY OR DAMP SURFACES. EPDXY SHALL MEET REQUIREMENTS OF A "TYPE IV,, BONDING SYSTEM WITH A MINIMUM TENSILE STRENGTH OF 7,000 PSI. NOTIFY ARCHITECT AND SEOR BEFORE BEGINNING ANY EPDXY REPAIR WORK. SUBMIT PRODUCT DATA AND REPAIR PROCEDURE TO ARCHITECT FOR REVIEW. REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N N. I NGR `ZP �3F WASF/q T 1 a � o � Z 47422 POD TURAL FSS7 A Q0 N O 00 o') 0 P- Zz O = Q 0 3: W U 0 LL Z O2 0 z O 10 J > J O -0 O O 0 1**- Z m p W Z c:) Q 14N U Lu REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 E 02.22.22 Site Dev. Comments 2 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 GENERAL STRUCTURAL NOTES GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 1 1 i REVIEWED GENERAL STRUCTURAL NOTES N February 22, 2022 O N N REINFORCED CONCRETE MASONRY: STRUCTURAL STEEL: SAWN LUMBER: ENGINEERED WOOD I -JOISTS: C" CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90, MEDIUM WEIGHT, SAMPLED AND TESTED IN STRUCTURAL STEEL SHALL BE: SAWN LUMBER SHALL CONFORM TO THE REQUIREMENTS AS INDICATED IN THE CURRENTLY ACCEPTED DESIGN OF THE WOOD I -JOIST SYSTEM SHALL BE THE CONTRACTOR'S RESPONSIBILITY. WOOD I -JOISTS SHALL ACCORDANCE w/ ASTM C140. LINEAL SHRINKAGE FOR UNITS SHALL NOT EXCEED 0.065%. BLOCK NATIONAL DESIGN SPECIFICATION (NDS) DESIGN VALUES FOR WOOD CONSTRUCTION AND CONFORMING TO BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS, MANUFACTURED BY TRUS-JOIST OR AN APPROVED Reviewed by: DBeck COMPRESSIVE STRENGTH SHALL BE AS INDICATED IN BELOW TABLE. ASSEMBLIES SHALL HAVE A MINIMUM THE WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING EQUAL, CONFORMING TO APA EWS STANDARD PRI-400, "PERFORMANCE STANDARD FOR APA EWS I -JOISTS" OR BECK & ASSOCIATES PLLC COMPRESSIVE STRENGTH (f'm) AS INDICATED IN BELOW TABLE AS VERIFIED BY THE UNIT STRENGTH METHOD STRUCTURAL STEEL RULES. LUMBER SHALL BE THE SPECIES, GRADE, AND MOISTURE CONTENT NOTED BELOW: A CURRENT ICC-ES REPORT. ALTERNATES WILL BE CONSIDERED, PROVIDED THE ALTERNATE IS COMPATIBLE CONFORMING TO IBC SECTION 2105. WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS MATERIAL GRADE SHAPE WITH THE LOAD CAPACITY, STIFFNESS, DIMENSIONAL, DIAPHRAGM NAILING, AND FIRE RATING REQUIREMENTS AND, IF NOT SHOWN, SHALL BE AS NOTED UNDER "MASONRY REINFORCING STEEL". PROVIDE VERTICAL ASTM A992, GRADE 50 WIDE FLANGE SHAPES OF THE PROJECT. EXPANSION JOINTS IN CONTINUOUS MASONRY SUCH THAT THE DISTANCE BETWEEN JOINTS DOES NOT ASTM A572, GRADE 50 PLATES WHERE NOTED SAWN LUMBER EXCEED THE LESSER OF A LENGTH -TO -HEIGHT RATIO OF 1.5 OR 25 FT. REFERENCE ARCHITECTURAL ASTM A36 CHANNELS, PLATES AND ANGLES, EXCEPT AS NOTED USE SPECIES AND GRADE MOISTURE CONTENT CONTRACTOR SHALL PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRAWINGS FOR LOCATIONS. ASTM A500, GRADE C (FY=50KS1) HOLLOW STRUCTURAL SECTIONS (RECTANGULAR) LUMBER 2" TO 3" THICK x 4" TO 6" DOUGLAS FIR -LARCH NO. 2 S-DRY ROOF JOISTS AND BRIDGING SHALL BE CAPABLE OF RESISTING THE WIND UPLIFT BELOW, UNLESS NOTED WIDE (STUDS) OTHERWISE ON THE DRAWINGS. CONCRETE MASONRY ASSEMBLY STRENGTH ASTM A500, GRADE B (FY=46KS1) HOLLOW STRUCTURAL SECTIONS (ROUND) LUMBER 5x5 AND GREATER (BEAMS) DOUGLAS FIR -LARCH NO. 1 S-DRY fm (PSI) BLOCK UNIT STRENGTH GROUT STRENGTH (PSI) MORTAR ASTM A53, GRADE B (FY=35 KSI) PIPES IN ADDITION TO SELF WEIGHT, JOISTS SHALL BE DESIGNED FOR THE MINIMUM LOADS SPECIFIED BELOW AND (PSI) LUMBER 5x5 AND GREATER (POSTS) DOUGLAS FIR -LARCH NO. 1 S-DRY ANY ADDITIONAL LOADS AS NOTED ON THE PLANS INCLUDING SNOW DRIFT, WIND, SEISMIC, MECHANICAL 2,000 2,800 1 2,000 1 TYPE M OR S DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE 11AISC SPECIFICATION FOR THE T&G DECKING DOUGLAS FIR-LARCH COMMERCIAL S-DRY EQUIPMENT, ADDITIONAL LIVE OR DEAD LOADS. • DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" WITH "COMMENTARY" AND MORTAR: THE "CODE OF STANDARD PRACTICE", WITH EXCEPTIONS NOTED IN SPECIFICATIONS. REFERENCE ALL LUMBER IN CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED, UNLESS AN APPROVED ENGINEERED WOOD I -JOIST LOADING CRITERIA 38 NORTHWEST DAVIS, SUITE 300 MORTAR SHALL BE OF THE TYPE INDICATED IN THE PRECEDING TABLE, WITH A MINIMUM COMPRESSIVE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR MEMBERS PART OF THE SEISMIC FORCE RESISTING PORTLAND, OR 97209 STRENGTH AT 28 DAYS OF 1,800 PSI AND SHALL CONFORM TO IBC SECTION 2103. SYSTEM (SFRS). MOISTURE BARRIER IS PROVIDED. LOCATION LOAD 503.245.7100 FLOOR DEAD LOAD 35 PSF MASONRY GROUT: BOLTS SHALL CONFORM TO THE ASTM AND RCSC SPECIFICATIONS FOR JOINTS USING ASTM F3125, GRADE FRAMING ACCESSORIES SHALL BE MANUFACTURED BY SIMPSON STRONG TIE (OR APPROVED EQUAL) AND OF FLOOR LIVE LOAD 40 PSF 1505 5TH AVE, SUITE 300 A325 OR GRADE A490 HIGH STRENGTH BOLTS. BOLTS SHALL BE SNUG -TIGHT UNLESS NOTED OTHERWISE. THE SIZE AND TYPE SHOWN ON THE DRAWINGS. ALL NAIL HOLES SHALL BE FILLED WITH STRUCTURAL SEATTLE, WA 98101 GROUT SHALL HAVE COMPRESSIVE STRENGTH AS INDICATED IN THE PRECEDING TABLE AND SHALL HIGH STRENGTH BOLTS USED AS PART OF THE SFRS NOTED ON THE DRAWINGS AND DETAILS SHALL BE FULLY 206.576.1600 CONFORM TO IBC SECTION 2103. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTITIOUS MATERIALS AND TENSIONED AND ALL FAYING SURFACES SHALL BE PREPARED AS REQUIRED FOR CLASS A OR BETTER FASTENERS, UNLESS NOTED OTHERWISE THE DRAWINGS AND FASTENERS SHALL BE INSTALLED DESIGN SHALL CONFORM TO THE FOLLOWING MINIMUM DEFLECTION CRITERIA: L/480 (FLOOR LIVE LOAD), L/360 AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT SLIP -CRITICAL JOINTS. FOLLOWING ALL MANUFACTURERS REQUIREMENTS. IF A SUBSTITUTION IS MADE, A DOCUMENT SHALL BE (FLOOR DEAD LOAD PLUS LIVE LOAD AND ROOF LIVE LOAD), AND L/240 (ROOF DEAD LOAD PLUS LIVE LOAD.) 1014 HOWARD STREET SEGREGATION OF THE CONSTITUENTS. ALL CELLS CONTAINING VERTICAL BARS AND ALL BOND BEAMS SHALL SUBMITTED TO THE ARCHITECT FOR APPROVAL OUTLINING THE FRAMING ACCESSORIES BEING REPLACED SAN FRANCISCO, CA 94103 BE FILLED WITH GROUT. PARTIALLY GROUT ALL STRUCTURAL MASONRY WALLS AT ALL REINFORCED CELLS WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. AND THE SUBSTITUTED FRAMING ACCESSORIES. ALLOWABLE LOADS FOR THE SIMPSON ACCESSORIES SHALL 415.252.7063 UNLESS NOTED OTHERWISE. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS) AS BE TABULATED ALONG WITH ALLOWABLE LOADS FOR THE SUBSTITUTED ACCESSORIES, WHICH CLEARLY METAL PLATE CONNECTED WOOD TRUSS SYSTEM: Q REQUIRED IN AWS D1.1 AND APPROVED BY THE STRUCTURAL ENGINEER. THE WPS VARIABLES SHALL BE INDICATE THE SUBSTITUTED ACCESSORIES HAVING AN EQUAL OR GREATER CAPACITY. DESIGN OF METAL PLATE CONNECTED WOOD TRUSSES SHALL BE THE CONTRACTOR'S RESPONSIBILITY. THE THE MAXIMUM GROUT POUR HEIGHT SHALL BE 12'-8". CLEAN -OUTS ARE REQUIRED FOR ANY POUR HEIGHT WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER -METAL MANUFACTURER. FOR MEMBERS INCLUDED IN TRUSS DESIGN SHALL CONFORM TO THE DIMENSIONS AND LOADING REQUIREMENTS SHOWN IN THE © ANKROM MOISAN ARCHITECTS, INC. GREATER THAN 5'4". WHERE REQUIRED, CLEAN -OUTS SHALL BE LOCATED AT ALL CORES CONTAINING THE SFRS, REQUIREMENTS OF AWS D1.8 (SEISMIC SUPPLEMENT) SHALL APPLY. ALL FRAMING NAILS SHALL BE OF THE SIZE AND QUANTITY INDICATED ON THE DRAWINGS AND CONFORM TO ARCHITECTURAL AND STRUCTURAL PLANS. THE TRUSS DESIGN SHALL ALSO CONFORM TO THE REQUIREMENTS VERTICAL REINFORCEMENT AND AT A MAXIMUM OF 32" O.C. GROUT LIFTS GREATER THAN 5'-4" ARE LIMITED IN ASTM F 1667, "STANDARD SPECIFICATION OF DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES AND ICC-ES OF THE IBC SECTION 2303.4 AND THE REQUIREMENTS GIVEN IN ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR HEIGHT TO THE BOTTOM OF THE LOWEST BOND BEAM THAT IS MORE THAN 5'41 ABOVE THE BOTTOM OF THE ALL WELDS USED IN MEMBERS AND CONNECTIONS THAT ARE PART OF THE SFRS SHALL BE MADE WITH A REPORT ESR-1539 "POWER -DRIVEN STAPLES AND NAILS". NAILS SHALL BE IDENTIFIED BY LABELS (ATTACHED METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION". LIFT, PROVIDED THAT: 1) THE MASONRY HAS CURED FOR AT LEAST 4 HOURS, AND 2) THE GROUT SLUMP IS FILLER METAL THAT HAS A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LBS AT 0 DEGREES F, AS TO THEIR CONTAINERS) THAT SHOW THE MANUFACTURER'S NAME AND ICC-ES REPORT NUMBER, NAIL SHANK MAINTAINED BETWEEN 10 AND 11 INCHES. IF EITHER OF THESE TWO CONDITIONS ARE NOT MET, THEN THE DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. ALL COMPLETE JOINT DIAMETER, AND LENGTH AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FRAMING. NAILING NOT THE TRUSS MANUFACTURER SHALL PROVIDE SHOP DRAWINGS INDICATING LAYOUT OF ALL TRUSSES AND ANY MAXIMUM LIFT HEIGHT SHALL BE 5'4'. REFERENCE TYPICAL MASONRY DETAILS. PENETRATION WELDS DESIGNATED AS DEMAND CRITICAL SHALL BE MADE WITH FILLER METAL THAT HAS A SHOWN SHALL BE AS INDICATED ON IBC TABLE 2304.9.1 OR ESR-1539. THE FOLLOWING NAIL SIZES SHALL BE DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT IN THE STRUCTURE. THE SHOP DRAWINGS MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT MINUS 20 DEGREES F, AND 40 FT-LBS AT 70 DEGREES F. FOR USED WITH THE NAIL LENGTH DETERMINED BY MINIMUM PENETRATION INTO FRAMING MEMBER: SHALL INDICATE THE FOLLOWING: MASONRY REINFORCING STEEL: COMPLETE JOINT PENETRATION WELDS ASSOCIATED WITH MEMBER SPLICES AND CONNECTIONS NOT PART REINFORCING SHALL CONFORM TO IBC SECTION 2103.14. DEFORMED BARS SHALL BE ASTM A615 GRADE 60, OF THE SFRS, WELDS SHALL BE MADE WITH FILLER METAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 - SLOPE, DEPTH, SPAN, AND SPACING 111 SW Fifth Ave., Suite 2600 AND SHALL BE SECURELY PLACED IN ACCORDANCE WITH ACI 530.1-11 SPECIFICATION SECTION 3.4. WELDED FT-LBS AT 40 DEGREES F. FRAMING NAILS - LOCATION OF ALL JOINTS AND SUPPORT LOCATIONS Portland, OR 97204 REINFORCEMENT SHALL CONFORM TO ASTM A706 GRADE 60. UNLESS NOTED OTHERWISE ON THE PLANS, MINIMUM PENETRATION INTO - NUMBER OF PLIES IF GREATER THAN ONE O: 503.227.3251 THE MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS: WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM, UNLESS OTHERWISE NAIL TYPE SHANK DIAMETER (IN.) FRAMING MEMBER (IN.) - REQUIRED BEARING WIDTHS AT SUPPORT MEMBERS F: 503.227.7980 NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS MEETING CITY OF PORTLAND STANDARDS. 6d 0.113 1.125 - DESIGN LOADS AND THEIR LOCATIONS www.kpff.com 8d 0.131 1.375 - MAXIMUM REACTION FORCE AND DIRECTION RUNNING BOND PATTERN - METAL PLATE CONNECTOR TYPE, SIZE, THICKNESS OR GAGE, AND THE DIMENSIONED LOCATION OF EACH PROVIDE WEEP HOLES AT EXTERIOR CLOSED SECTIONS WHERE MOISTURE MAY ACCUMULATE. -SIZE SPECIES AND GRADE OF EACH WOOD MEMBER PN A I NG�, 10d 0.148 1.5 WALL THICKNESS VERTICAL BARS HORIZONTAL BARS (IN BOND BEAMS) �. F WAS q� 8" #6 @ 32" o.c. 1 (2) #4 @ 48" o.c. 12d 0.148 1.5 - ALL TRUSS TO TRUSS CONNECTIONS AND FIELD ASSEMBLY REQUIREMENTS ° COLD FORMED METAL FRAMING: 16d 0.148 1.5 - CALCULATED DEFLECTION RATIO REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE STEEL STUDS SHALL BE C-STUDS WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI FOR 33 AND 43 MIL AND - MAXIMUM AXIAL TENSION AND COMPRESSION FORCES IN THE TRUSS MEMBERS — FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. SHOP DRAWINGS SHALL INCLUDE 50,000 PSI FOR 54, BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. ALL BOLTS AND LAG SCREWS 68 AND 97 MIL THICKNESSES. GAUGE PLATE AND STRAPS SHALL HAVE A MINIMUM YIELD - REQUIRED PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT LOCATIONS AND THE METHOD AND DETAILS s � ELEVATIONS OF ALL STRUCTURAL CMU WALLS SHOWING LOCATIONS OF BOND BEAMS, BARS, AND OTHER STRENGTH OF 30,000 PSI FOR 33 AND 43 MIL AND 50,000 PSI FOR 54, 68 AND 97 MIL THICKNESSES. COLD SHALL BE INSTALLED WITH STANDARD CUT WASHERS. OF RESTRAINT/BRACING TO BE USED P r 47422 SPECIAL REINFORCEMENT. FORMED FRAMING SHALL BE OF THE SIZE, GAUGE, AND SPACING SHOWN ON THE DRAWINGS. °IFS �RA� MANUFACTURER SHALL DESIGN AND FURNISH ALL WOOD TRUSS COMPONENT TO COMPONENT CONNECTIONS S! A THE AMERICAN IRON AND STEEL INSTITUTE AND STEEL STUD MANUFACTURES ASSOCIATION (SSMA) CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO THE TYPICAL WOOD DETAILS PROVIDED NECESSARY TO TRANSMIT DESIGN LOADS, INCLUDING SEISMIC AND WIND LOADS, TO THE BEARING AND SHEAR BOND BEAMS WITH TWO #5 BARS HORIZONTALLY SHALL BE PROVIDED AT ALL FLOOR AND ROOF LINES AND STANDARDS ARE USED IN THIS PACKAGE. PRODUCTS USED SHALL MEET OR EXCEED AISI STANDARDS AND OR IBC SECTIONS 2308.4.2.4, 2308.5.9 AND 2308.7.4 WHERE NO DETAILS ARE SPECIFIED. WALL SUPPORTS. MANUFACTURER SHALL PROVIDE BRIDGING AS REQUIRED. AT THE TOP OF WALLS. STEP BOND BEAMS AS REQUIRED TO MATCH ROOF SLOPES. PROVIDE A BOND BEAM ARE DESIGNATED BY THE FOLLOWING FOUR PART IDENTIFICATION CODE, WITH ALL DIMENSIONS IN 1/100 WITH TWO #5 BARS HORIZONTALLY ABOVE AND BELOW ALL OPENINGS, AND EXTEND THESE BARS 2'-01, PAST INCHES: SALVAGED LUMBER IS ACCEPTABLE PROVIDED IT IS GRADED BY AN APPROVED GRADING AGENCY PRIOR TO THE TRUSS SUPPLIER SHALL VISIT THE JOB SITE AS REQUIRED TO VERIFY PROPER INSTALLATION OF TRUSSES THE OPENING AT EACH SIDE. PROVIDE ONE BAR, MATCHING VERTICAL BAR SIZE, FOR THE FULL HEIGHT OF EXAMPLE: 362 S 162 - 33 USE AND MEETS A MINIMUM ALLOWABLE BENDING STRESS (Fb) OF 1,000 PSI. CONTRACTOR TO SUBMIT A AND PROVIDE WRITTEN VERIFICATION TO THE ARCHITECT UPON COMPLETION. THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS, AND INTERSECTIONS. DOWELS TO MASONRY WALLS GRADING REPORT ON EACH MEMBER TO THE ARCHITECT PRIOR TO INSTALLATION. SHALL BE EMBEDDED A MINIMUM OF V-0" OR HOOKED INTO THE SUPPORTING STRUCTURE AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL 362 INDICATES WEB DEPTH WOOD STRUCTURAL PANELS: TEMPORARY BRACING OF THE TRUSS SYSTEM DURING INSTALLATION AND CONSTRUCTION IS THE SOLE REINFORCING AT WALL INTERSECTIONS. LAP ALL REINFORCING BARS AS FOLLOWS UNLESS NOTED S INDICATES SHAPE STYLE RESPONSIBILITY OF THE CONTRACTOR. OTHERWISE ON DRAWINGS: 162 INDICATES FLANGE WIDTH THE TERM "WOOD STRUCTURAL PANEL" REFERS TO A WOOD -BASED PANEL PRODUCT BONDED WITH A 33 INDICATES MATERIAL THICKNESS WATERPROOF ADHESIVE. INCLUDED UNDER THIS DESIGNATION ARE BOTH PLYWOOD AND ORIENTED TRUSSES SHALL BE DESIGNED FOR THE LOADS SPECIFIED BELOW AND ANY ADDITIONAL LOADS AS NOTED ON STRAND BOARD (OSB). WOOD STRUCTURAL PANELS SHALL CONFORM TO U.S. DEPARTMENT OF COMMERCE TYP. LAP SPLICE LENGTH SCHEDULE IN. THE PLANS INCLUDING SNOW DRIFT, WIND, SEISMIC, MECHANICAL EQUIPMENT, ADDITIONAL LIVE OR DEAD VOLUNTARY PRODUCT STANDARDS PS1 OR PS2 FOR WOOD -BASED STRUCTURAL USE PANELS, OR APA LOADS. f'm=2,000 PSI CASE 1 CASE 2 PROVIDE BRIDGING ADEQUATE TO DEVELOP THE FULL MOMENT CAPACITY OF STUDS IN CONFORMANCE WITH PERFORMANCE STANDARD PRP-108 (ICC-ES ESR-2586). PANELS SHALL BE APA RATED SHEATHING OR APA BAR SIZE ALL BLOCK 8" BLOCK THE STEEL STUD MANUFACTURERS ASSOCIATION'S (SSMA) RECOMMENDATIONS. RATED STURD-I-FLOOR, EXTERIOR OR EXPOSURE 1, OF THE THICKNESS AND SPAN RATING SHOWN ON THE METAL PLATE CONNECTED WOOD TRUSS LOADING CRITERIA DRAWINGS. PANELS SHALL BE STAMPED WITH THE APA TRADEMARK. #3 16 12 ALL FIELD CUTTING OF STUDS MUST BE BY SAWING, SHEARING, OR PLASMA CUTTING. OTHER CUTTING LOCATION TOP CHORD BOTTOM CHORD #4 29 12 METHODS OF COLD -FORMED MEMBERS ARE UNACCEPTABLE. LOAD LOAD #5 45 19 WOOD STRUCTURAL PANEL INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ROOF DEAD LOAD 25 PSF 10 PSF #6 54 37 NO NOTCHING OR COPING OF STUDS IS ALLOWED, UNLESS NOTED OTHERWISE. ALLOW 1/8" SPACING AT PANEL ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL ROOF SNOW LOAD 20 PSF N/A MANUFACTURER. ROOF LIVE LOAD 25 PSF 10 PSF #7 63 51 ENDS OF AXIAL LOAD BEARING WALL STUDS SHALL HAVE SQUARE END CUTS AND SHALL BE SEATED TIGHT #8 72 72 ROOF NET WIND UPLIFT 10 PSF 10 PSF AGAINST THE TRACKS WITH A MAXIMUM GAP TOLERANCE OF 1/8" BETWEEN THE STUD AND TRACK. FOR ALL ROOF SHEATHING AND FLOOR SHEATHING SHALL BE INSTALLED WITH FACE GRAIN OR STRENGTH AXIS #9 1 81 81 STUDS WITH A MATERIAL THICKNESS OF 68 MIL AND GREATER, THE MAXIMUM GAP TOLERANCE IS REDUCED PERPENDICULAR TO SUPPORTS, EXCEPT AS INDICATED ON THE DRAWINGS. ROOF SHEATHING SHALL ROOF TRUSS BOTTOM CHORD LIVE LOAD NEED NOT BE CONSIDERED CONCURRENT WITH SNOW LOADING. TO 1/16". EITHER BE BLOCKED, TONGUE -AND -GROOVE, OR HAVE EDGES SUPPORTED BY PLYCLIPS. WHERE SPLICING OF WALL STUDS OR HEADERS IS NOT ALLOWED, UNLESS NOTED OTHERWISE. BLOCKING IS SPECIFICALLY INDICATED ON THE DRAWINGS, T&G EDGES OR PLYCLIPS MAY NOT BE TABLE FOOTNOTES: SUBSTITUTED. SHEATHING SHALL BE UNBLOCKED, EXCEPT AS INDICATED ON DRAWINGS. FLOOR DESIGN SHALL CONFORM TO THE FOLLOWING MINIMUM DEFLECTION CRITERIA: L/480 (FLOOR LIVE LOAD), L/360 CASE 1: BARS LOCATED NEAR THE FACE OF BLOCK WITH ONLY MINIMUM COVER OR CELLS WITH MORE THAN CONTRACTOR TO ENSURE PUNCH OUT ALIGNMENT WHEN ASSEMBLING LATERAL BRACING AND FIELD SHEATHING SHALL BE FIELD GLUED TO THE FRAMING USING ADHESIVES MEETING APA SPECIFICATION (FLOOR TOTAL LOAD), L/240 (ROOF LIVE LOAD), AND L/180 (ROOF TOTAL LOAD.) (1) BAR. CUTTING STUDS TO LENGTH. AFG-01 OR ASTM D3498. TONGUE AND GROOVE PANELS SHALL ALSO BE GLUED AT THE T&G JOINT. CASE 2: SINGLE BARS LOCATED AT THE CENTER OF A CELL. ALL HEADERS/BUILT-UP BEAMS ARE TO BE CONSTRUCTED WITH UNPUNCHED MATERIAL ONLY. STRUCTURAL COMPOSITE LUMBER: N SHEAR WALL SHEATHING SHALL BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY AND BE BLOCKED WITH 2x FRAMING AT ALL PANEL EDGES. NAILING NOT SHOWN SHALL BE AS INDICATED ON IBC TABLE STRUCTURAL COMPOSITE LUMBER PRODUCTS SUCH AS LAMINATED VENEER LUMBER (LVL), PARALLEL STRAND C) 1. MAXIMUM OF (2) BARS IN (1) CELL ( (4) AT LAP SPLICE.) COLD FORMED FRAMING CONNECTIONS SHALL BE AS FOLLOWS: 2304.9.1. LUMBER (PSL), AND LAMINATED STRAND LUMBER (LSL) SHALL BE OF THE SIZE AND TYPE SHOWN ON THE p-) DRAWINGS. ALL STRUCTURAL COMPOSITE LUMBER PRODUCTS NOTED HERE SHALL HAVE A CURRENT ICC-ES z 2. STAGGER HORIZONTAL BOND BEAM LAP SPLICES 24" MIN. COLD FORMED METAL FRAMING CONNECTIONS WOOD STRUCTURAL PANEL SHEAR WALLS: REPORT. SHEAR WALL WOOD STRUCTURAL PANELS SHALL BE PLYWOOD OR OSB PANELS CONFORMING TO THE Q O FASTENER PRODUCT REQUIREMENTS FOR ITS TYPE SPECIFIED IN U.S. DOC PS1 OR PS2. SHEATHING SHALL BE APPLIED EITHER MEMBERS SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: z (D SCREWS ELCO DRIL-FLEX OR HILTI KWIK-FLEX ESR-3332 HORIZONTALLY OR VERTICALLY. SHEET SIZES SHALL BE 4x8 UNLESS AT BOUNDARIES OR FRAMING z PAPS HILTI X-U (ESR-2269) CHANGES. STRUCTURAL COMPOSITE LUMBER MINIMUM PROPERTIES � v=j NAIL HEADS SHALL BE DRIVEN FLUSH WITH SHEATHING. DO NOT PENETRATE SURFACE PLY WITH NAIL LUMBER TYPE FLEXURAL STRESSFb (PSI) MODULUS OF ELASTICITY (PSI) � Q REINFORCING STEEL COVER FOR SCREWS, PROVIDE 3/4" MINIMUM CLEARANCE FROM ALL EDGES AND 3/41, MINIMUM CENTER TO CENTER HEADS. IF NAIL HEADS ARE NOT FLUSH NOTIFY SEOR. CONTRACTOR IS RESPONSIBLE FOR ANY REPAIRS , > SPACING. NECESSARY DUE TO OVER -PENETRATION OF NAILS. PSL 2,900 2,200,000 Q USE MINIMUM COVER LVL 2,600 2,000,000 W U (TO OUTSIDE FACE OF MASONRY) FASTENERS OF COMPARABLE SPECIFICATIONS AND LOAD CAPACITIES MAY BE SUBMITTED FOR APPROVAL. LSL HEADERS 2,325 1,550,000 0 ALL SHEAR WALL PANEL SHEATHING EDGES SHALL BE BLOCKED. EDGE NAILS SHALL BE AT LEAST 3/8" FROM MASONRY FACE NOT EXPOSED TO EARTH OR WEATHER 1 1/2" LSL STUDS 1,700 1,300,000 U. zz EDGES AND ENDS OF PANELS. STAGGER NAILING ON EDGES. LSL RIM BOARD 1,700 1,300,000 O 1 1/2" (#5 AND SMALLER) WELDING SHALL CONFORM WITH AWS D1.3. LSL SILL PLATE (TREATED) 1,900 1,300,000 � MASONRY FACE EXPOSED TO EARTH OR WEATHER 2" (#6 AND LARGER) RIGID POLYSTYRENE GEOFOAM (EPS): CONTINUOUS ROD TIEDOWN SYSTEM: >0. 0 LLI MASONRY ACCESSORIES: EPS GEOFOAM USED IN OVER -FRAMING APPLICATIONS SHALL CONFORM TO ASTM D6817 WITH THE THE CONTINUOUS ROD TIEDOWN SYSTEM SHALL BE SIMPSON STRONG -TIE STRONG -ROD ANCHOR TIEDOWN FLEXURAL STRESS NOTED ABOVE ARE FOR A 12-INCH MEMBER. DEEPER MEMBERS SHALL BE DESIGNED FORREDUCED STRESSES PER THE MANUFACTURER'S REQUIREMENTS. > z CAST -IN -PLACE ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 GRADE 55, MEETING FOLLOWING PROPERTIES: SYSTEM, COMMINS MANUFACTURING AUTOTIGHT TIEDOWN SYSTEM, OR ENGINEER APPROVED EQUAL. SUPPLEMENTAL REQUIREMENT S1 (WELDABLE) U.N.O. O a) i o AT TYPICAL FLOOR AREAS, USE GEOFOAM TYPE EPS19 WITH A MINIMUM COMPRESSIVE RESISTANCE OF 5.8 THE SYSTEM DESIGNER SHALL BE RESPONSIBLE FOR ALL COMPONENTS OF THE TIEDOWN SYSTEM J M J rn POST INSTALLED ANCHORS SHALL BE INSTALLED IN STRICT CONFORMANCE WITH MANUFACTURERS PSI AT 1 /o DEFORMATION. INCLUDING RODS, COMPRESSION POSTS, BEARING PLATES AND BLOCKING, SHRINKAGE COMPENSATION O _0o RECOMMENDATIONS. REINFORCING IN NEW OR EXISTING MASONRY SHALL NOT BE CUT DURING INSTALLATION. DEVICES, AND ROD COUPLERS. THE ENGINEER OF RECORD WILL PROVIDE THE DESIGN OF THE = N o ALL ANCHORS EXPOSED TO EARTH OR WEATHER SHALL BE PROTECTED FROM CORROSION BY HOT -DIP ti z m AT LOADING DOCKS, SIDEWALKS AND OTHER HEAVILY LOADED AREAS, USE GEOFOAM TYPE EPS29 WITH A ANCHORAGE TO THE FOUNDATION OR OTHER SUPPORTING STRUCTURE. THE TIEDOWN SYSTEM DESIGNER GALVANIZING OR USE OF STAINLESS STEEL. ALL THREAD ROD FOR EPDXY ANCHORS SHALL CONFORM TO MINIMUM COMPRESSIVE RESISTANCE OF 10.9 PSI AT 1 % DEFORMATION. SHALL BE RESPONSIBLE FOR THE CONNECTION OF THE ROD TO THIS ANCHORAGE VIA COUPLER OR � LU ASTM F1554 GRADE 55, U.N.O. O � WELDING AS APPROPRIATE. Z N Q ui THE CONTINUOUS ROD TIEDOWN SYSTEM SHALL BE RESTRAINED BY BEARING PLATES AT EACH FLOOR Q N U MASONRY ANCHORS STEEL DECK: LEVEL AND AT THE ROOF LEVEL. SHRINKAGE COMPENSATING DEVICES SHALL BE PROVIDED AT EACH TYPE APPROVED ANCHORS STEEL ROOF DECK SHALL BE 1-1/2" TYPE B OR 3" TYPE N (32" WIDTH) OF THE GAUGE INDICATED ON THE PLANS. STEEL RESTRAINT LOCATION. SKIPPING STORIES IS NOT ALLOWED. DECK SHALL CONFORM TO ASTM A653 DESIGNATION SS, GRADE 50 (Fy = 50 KSI). THE GALVANIZED COATING SHALL HILTI KWIK BOLT 3 (ICC ESR-1385) CONFORM TO ASTM A653, G60 (G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER). MINIMUM PROPERTIES THE TOTAL ELONGATION OF THE SYSTEM UNDER SERVICE LEVEL LOADS ( ALLOWABLE STRESS DESIGN) EXPANSION SIMPSON WEDGE -ALL (ICC ESR-1396) SHALL BE AS FOLLOWS: ' REVISION DATE REASON FOR ISSUE DEWALT POWER -STUD+ (IC ESR-2966) INCLUDING THE ROD ELONGATION, DEFORMATION OF THE SHRINKAGE COMPENSATION DEVICE 1 06.18.21 Addendum #01 (DETERMINED IN COMPLIANCE WITH ICC-ES AC 316) AND BEARING PLATE COMPRESSION, SHALL NOT 4 01.03.22 Addendum #04 HILTI HUS-EZ (ICC ESR-3056) ROOF DECK PROPERTIES EXCEED 0.20 INCHES BETWEEN LOCATIONS OF ROD RESTRAINT. THE SYSTEM SHALL BE DESIGNED TO SCREW SIMPSON TITEN HD (ICC ESR-1056) ACCOMMODATE A MINIMUM CUMULATIVE SHRINKAGE OF 1/4 INCH PER FLOOR. DEWALT SCREW -BOLT+ (ICC ESR-4042) DECK TYPE & GAUGE I (IN A4/FT) +S (IN A3/FT) -S (IN A3/FT) HILTI HIT HY-270 (ICC ESR-4143) B - 20 GAUGE 0.219 0.230 0.237 GLUED -LAMINATED MEMBERS: EPDXY ADHESIVE SIMPSON SET (ICC ESR-1772) B - 18 GAUGE 0.302 0.314 0.331 GLUED -LAMINATED (GLULAM) MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD DEWALT AC100+ GOLD (ICC ESR-3200) N - 20 GAUGE .0.0.531 NATIONAL BOO N-18GAUGE 1.267 0.652 0.735 APPROVED DESIGN, MANUFACTURING ANDOR QUALITY ASSURANCE PROCEDURES. MEMBER SHALL RES U B BEAR AN AITC OR APA-EWS IDENTIFICATION MARK OR BE ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. Feb 22 2022 TABLE FOOTNOTE: WELDED OR MECHANICAL DECK CONNECTIONS SHALL BE PROVIDED AT ALL SUPPORTS AND SIDELAPS AS INDICATED. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER THE SHOP OR THE NDS 1. MINIMUM GROUT COVER BETWEEN REINFORCEMENT AND INSIDE FACE OF CELL SHALL BE 1/41, FOR FINE DECK DESIGN IS BASED ON VERCO IN ACCORDANCE WITH IAPMO ES EVALUATION REPORT ER-0217. EQUAL FIELD. DEVELOPMENT MTY FENTSOERVICES GROUT AND 1/2" FOR COURSE GROUT. DEPARTMENTPRODUCT(S) MAY BE SUBMITTED FOR REVIEW AND APPROVAL BY THE SEOR. GLULAM MEMBERS SHALL BE FRAMING (HIDDEN) OR ARCHITECTURAL (EXPOSED) APPEARANCE CLASSIFICATION AND OF THE STRENGTH INDICATED BELOW: DO NOT HANG OR SUSPEND STRUCTURAL ITEMS DIRECTLY FROM ROOF DECK. NON-STRUCTURAL ITEMS SUSPENDED b1d2021-0116 FROM THE DECK SHALL BE REVIEWED AND APPROVED BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO INSTALLATION. GLUED -LAMINATED MEMBERS COMBINATION SYMBOL USE FLEXURAL STRESS, MODULUS OF HORIZONTAL SHEAR (SPECIES) Fb (PSI) ELASTICITY (PSI) STRESS Fv (PSI) 24F-V4 (DF/DF) SIMPLE SPAN +2,400 / -1,850 1,800,000 1 265 24F-V8 (DF/DF) CONTINUOUS OR 2,400 1,800,000 265 GENERAL CANTILEVER STRUCTURAL NOTES ADHESIVE SHALL BE WET -USE EXTERIOR, WATERPROOF GLUE. FIELD NOTCHING AND BORING OF GLULAM MEMBERS NOT ALLOWED UNLESS APPROVED BY SEOR. F- GLULAM MEMBERS SHALL BE SUPPLIED TO THE PROJECT WITH BETWEEN 3,500 AND 5,000 FOOT STANDARD ° MILL CAMBER WITH TOLERANCES AS ALLOWED BY ANSI A190. THE DRAWINGS WILL INDICATE WHETHER OR NOT GMP/PERMIT SET ADDITIONAL CAMBER IS REQUIRED. E cy 0 DATE PROJECT NUMBER co CD CD 05/21 /2021 21900393-R20 N O O W U STATEMENT OF SPECIAL INSPECTION NOTES: 1. SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2015 IBC, CONTRACT DOCUMENTS AND APPROVED SUBMITTALS. REFER TO TABLES 1 THROUGH 5 FOR SPECIAL INSPECTION AND TABLES 6 AND 7AFOR TESTING REQUIREMENTS. 2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE REQUIREMENTS OF ASTM E329 (MATERIALS). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER AND ARCHITECT A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE APPROVED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. 3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. Z` 4. THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER, ARCHITECT, CONTRACTOR, AND OWNER. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. 5 FOR STEEL INSPECTIONS PER AISC 360 AND 341 (TABLE 2A): QUALITY ASSURANCE (QA) IS REQUIRED FOR EACH ITEM IN TABLES UNLESS SPECIFICALLY NOTED OTHERWISE. QUALITY CONTROL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL INSPECTOR TO DOCUMENT QUALITY CONTROL AS REQUIRED IN AISC 360 SECTION N3 AND AISC 341 SECTION J2. 6 INSPECTION TYPES CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. OBSERVE: OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS. PERFORM: INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM. 7 PERFORM INSPECTION PRIOR TO FINAL ACCEPTANCE OF THE ITEM FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THE WELDER DEMONSTRATING UNDERSTANDING OF REQUIREMENTS AND POSSESSION OF SKILLS AND TOOLS TO VERIFY THESE ITEMS, THE PERFORM DESIGNATION OF THIS TASK SHALL BE REDUCED TO OBSERVE, AND THE WELDER SHALL PERFORM THIS TASK. SHOULD THE INSPECTOR DETERMINE THAT THE WELDER HAS DISCONTINUED PERFORMANCE OF THIS TASK, THE TASK SHALL BE RETURNED TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL PERFORM THE INSPECTION TASKS LISTED 8 SPECIAL INSPECTION OF MECHANICAL POST INSTALLED ANCHORS SHALL BE IN STRICT CONFORMANCE WITH THE ICC REPORT AND MANUFACTURERS INSTALLATION REQUIREMENTS. ANCHOR INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTION REQUIREMENTS. • INSPECTION REPORTS SHALL IDENTIFY NAMES OF INSTALLERS. • SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE ANCHORS WERE INSPECTED PER APPROVED ANCHOR EVALUATION REPORT. 9 TABLE 7 ABBREVIATIONS: NDT - NON-DESTRUCTIVE TESTING C.J.P. - COMPLETE JOINT PENETRATION MT - MAGNETIC PARTICLE TESTING RBS - REDUCED BEAM SECTION 10 DOCUMENT (D): INDICATES CONTRACTOR AND SPECIAL INSPECTOR TO PROVIDE DOCUMENTATION IN ACCORDANCE WITH AISC 341. CONTRACTOR RESPONSIBILITY: THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND -OR SEISMIC -FORCE -RESISTING SYSTEM, OR A WIND -OR SEISMIC -RESISTING COMPONENT LISTED IN TABLE 7 SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL. 2. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF THE REPORTS. 3. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. TESTING NOTES: 1. NO TESTING REQUIRED FOR MASONRY LEVEL A SPECIAL INSPECTIONS TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS INSPECTION CODE OR FREQUENCY (NOTE 6) SYSTEM OR MATERIAL IBC CODE REMARKS REFERENCE STANDARDS CONTINUOUS PERIODIC REFERENCE SOILS VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE X TO ACHIEVE THE DESIGN BEARING CAPACITY VERIFY EXCAVATIONS ARE EXTENDED TO PROPER X DEPTH AND HAVE REACHED PROPER MATERIAL Q P O LASSIFICATION AND TESTING OF X APPROVED FILL MATERIALS 1705.E GEOTECHNICAL REPORT M THE GEOTECHNICAL ENGINEER. ALL FILL MATERIALS MUST BE APPROVED BY THE VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT T THI S DURING PLACEMENT AND COMPACTION X GEOTECHNICAL ENGINEER PRIOR TO USE APPROVED ILL QE PRIOR TO PLACEMENT O A PROV D ILL, OBSERVE SUBGRADE AND VERIFY T A SITE HAS BEEN PREPARED X PROPERLY TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS INSPECTION CODE OR FREQUENCY (NOTE 6) SYSTEM OR MATERIAL IBC CODE REMARKS REFERENCE STANDARD CONTINUOUS PERIODIC REFERENCE FABRICATORS SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL LOAD -BEARING MEMBERS AND ASSEMBLIES FABRICATED ON THE PREMISES OF A FABRICATOR'S SHOP PER TABLE 2 AND AS REQUIRED ELSEWHERE IN THE SPECIAL INSPECTION PROGRAM. THE SPECIAL INSPECTOR FABRICATORS 1704.2.5 X SHALL VERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES AND SHALL REVIEW FOR COMPLETENESS AND ADEQUACY RELATIVE TO THE CODE REQUIREMENT. REFERENCE SECTION 1704.2.5.2 FOR APPROVED FABRICATOR EXCEPTION. DEFERRED SUBMITTALS SPECIAL INSPECTION REQUIREMENTS FOR DEFERRED SUBMITTAL ITEMS TO BE SPECIFIED DEFERRED SUBMITTALS X X BY THE SYSTEMS ENGINEER AND INCLUDED WITH DEFERRED SUBMITTAL DOCUMENTS. CONCRETE 1705.3 SPECIAL INSPECTIONS OF CONCRETE SHALL GENERAL 1901.4 ACI 318 1.3 CONFORM TO THE REQUIREMENTS OF SECTION 1705.3 OF THE OSSC AND SECTION 1.3 OF ACI 318. REINFORCING STEEL AND (POST 1910.4 ACI 318 3.5 REINFORCING TO COMPLY WITH ALL CODE TENSION ED/PRETENSIONED) TENDON PLACEMENT 1901.3.2 ACI 3187 .1 TO X PROTECTION, SPACING AND TOLERANCE LIMITS. 7.WELDING REINFORCING STEEL 1. VERIFICATION OF WELDABILITY OF REINFORCING X STEEL OTHER THAN ASTM A 706 1705.2.2 AWS D1.4 2. REINFORCING STEEL IN BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL WALLS 1903.1 ACI 318: 3.5.2 X 3. SHEAR REINFORCEMENT X 4. OTHER REINFORCING STEEL X PLACEMENT OF CAST -IN -PLACE BOLTS 1908.5 1909.1 X ALL BOLTS VISUALLY INSPECTED 1904.2 ACI 318, CH. 4 VERIFYING USE OF REQUIRED MIX DESIGN(S) 1910.2 ACI 318 5.2-5.4 X 1910.3 CONCRETE PLACEMENT, NON -SHRINK GROUT ACI 318 5.9-5.10 X SHOTCRETE PLACEMENT 1910.6-8 X CONCRETE/SHOTCRETE CURING 1910.9 ACI 318 5.11-5.13 X VERIFICATION OF IN -SITU CONCRETE STRENGTH PRIOR TO STRESSING OF TENDONS IN POST -TENSIONED CONCRETE ACI 318 6.2 X POST TENSIONED CONCRETE 1. APPLICATION OF PRESTRESSING FORCES ACI 318.18.20 X 2. GROUTING OF BONDED APPLICATION OF ACI 318.18.18.4 X PRESTRESSING TENDONS VERIFICATION OF IN -SITU CONCRETE PRIOR TO REMOVAL OF FORMS AND SHORES FROM ELEVATED ACI 318 6.2 X BEAMS AND SLABS SPECIAL INSPECTIONS APPLY TO SHAPE, VERIFICATION OF FORMWORK ACI 318 6.1.1 X LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED ALL NON-STRUCTURAL EMBEDDED ITEMS, SUCH AS CONDUITS, PIPES AND SLEEVES, SHALL BE REVIEWED FOR CONFORMANCE WITH EMBEDDED ITEMS IN CONCRETE X STRUCTURAL DOCUMENTS FOR SIZE, SPACING, LOCATION, EDGE DISTANCE AND TRIM REINFORCING. REINFORCING STEEL MECHANICAL COUPLERS, ICC EVALUATION X TERMINATORS AND FORMSAVERS REPORTS MASONRY LEVEL A QUALITY ASSURANCE VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS TMS 602 ART. 1.5 X AND APPROVED SUBMITTALS STEEL REFERENCE TABLE 2A FOR REQUIRED SPECIAL INSPECTIONS FOR STEEL POST INSTALLED CONCRETE ANCHORS POST INSTALLED ANCHORS INSTALLATION IN HARDENED 1908.5 ACI 318: 1.3, 3.8.6 X (NOTE 8) INSPECTION REQUIREMENTS PER ICC CONCRETE AND COMPLETED MASONRY 1909.1 EVALUATION REPORT WOOD FABRICATION OF PREFABRICATED STRUCTURAL 1705.5 X REFER TO INSPECTION OF FABRICATOR ELEMENTS REQUIREMENTS SPECIAL INSPECTIONS APPLY TO HOLDOWN 1705.5 ICC EVALUATION ANCHOR SIZE AND PLACEMENT, INCLUDING PREFABRICATED WOOD SHEAR PANELS 1704.2.5 REPORT X EMBEDMENT LENGTH, SPACING, AND EDGE DISTANCE REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. I NG Rq A` �F WASF/ T a O o � Z 47422 POD TURAL FSS7 A Q0 N O 00 O') O o P- Zz O = >Q W U 0 LL Z Oz 0 Z O J > J O -0 0 Z � 0 0 ti Z m F_ p W Z c:) � Q Q LLI N U REVISION DATE REASON FOR ISSUE E 02.22.22 Site Dev. Comments 2 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 SPECIAL INSPECTIONS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER SO.0� n SPECIAL INSPECTIONS N N N V N V TESTING 0 F- M ci 0 co O') M 0 CD (V CD CD W U TABLE 2A -REQUIRED STRUCTURAL STEEL SPECIAL INSPECTIONS INSPECTION CODE OR INSPECTION (NOTES 5 AND 6) SYSTEM OR MATERIAL IBC CODE REMARKS REFERENCE STANDARD CONTINUOUS PERIODIC OBSERVE PERFORM REFERENCE STEEL CONTRACTOR TO PROVIDE QUALITY CONTROL FOR ALL CONTRACTOR QUALITY CONTROL REQUIREMENTS AISC 360 CHAPTER N X X ITEMS INDICATED TO BE OBSERVE AND/OR PERFORM IN TABLE BELOW STEEL FABRICATION FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5.2 AISC 360 N2 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS ASTM A6 ASTM STANDARDS 1705.2.1 SPECIFIED IN MATERIAL VERIFICATION OF STRUCTURAL STEEL 2203.1 CONSTRUCTION X CERTIFIED MILL TEST REPORTS TABLE 1705.2 DOCUMENTS AISC 360 A3.1 AISC 360 N3.2 FOR OTHER STEEL, IDENTIFICATION MARKINGS TO APPLICABLE CONFORM TO ASTM STANDARDS SPECIFIED IN THE TABLE 1705.2 ASTM X MANUFACTURER'S CERTIFIED TEST REPORTS APPROVED CONSTRUCTION DOCUMENTS STANDARDS AISC 360 A3.3 AISC 360 N3.2 ASTM MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, STANDARDS NUTS, AND WASHERS SPECIFIED IN X MANUFACTURER'S CERTIFIED TEST REPORTS CONSTRUCTION DOCUMENTS RCSC 2.1 AISC 360 A3.4 AISC 360 N3.2 ASTM MATERIAL VERIFICATION OF ANCHOR BOLTS AND STANDARDS X MANUFACTURER'S CERTIFIED TEST REPORTS THREADED RODS SPECIFIED IN CONSTRUCTION DOCUMENTS AISC 360 A3.5 AISC 360 N3.2 MATERIAL VERIFICATION OF WELD FILLER METALS TABLE 1705.2 APPLICABLE X MANUFACTURER'S CERTIFIED TEST REPORTS AWS A5 DOCUMENTS STRUCTURAL STEEL WELDING VERIFYING USE OF PROPER WPS'S AISC 360 N3.2 RETAIN A RECORD OF WELDING PROCEDURE SPECIFICATIONS VERIFYING WELDER QUALIFICATIONS 1705.2.2.1 X RETAIN A RECORD OF QUALIFICATION CARDS COMPLETE AND PARTIAL JOINT PENETRATION GROOVE X WELDS TABLE 1705.2 AWS D1.1 MULTIPASS FILLET WELDS X SINGLE PASS FILLET WELDS GREATER THAN 5/16" X ALL WELDS VISUALLY INSPECTED PER AWS D1.16.9 SECTION 6 PLUG AND SLOT WELDS X SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO X 5/16" WELDING STAIR AND RAILING SYSTEMS 1705.2(2.5) AWS D1.1 X ALL WELDS VISUALLY INSPECTED PER AWS SECTION 6 D1.1 6.9 VERIFICATION OF FRAME JOINT DETAILS INCLUDING MEMBER AND COMPONENT LOCATIONS, BRACING, AND TABLE 1705.2 AISC 360 N5.7 X STIFFENERS SPECIAL INSPECTIONS APPLY TO DECKING TYPE, DEPTH AND GAUGE, POWER ACTUATED INSTALLATION OF ROOF DECKING 1705.1.1 ICC EVALUATION X FASTENERS, SCREWS, PROPRIETARY SIDE SEAM REPORT ATTACHMENTS, AND BUTTON PUNCHES ROOF DECK WELDS TABLE 1705.2 AWS D1.3 SECTION 7 X ALL WELDS INSPECTED PER AWS D1.3 7.1 PLACEMENT AND INSTALLATION OF STEEL DECK 1705.2 AISC 360 X DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS TABLE N6.1 X HIGH -STRENGTH BOLTING SNUG -TIGHT HIGH STRENGTH BOLT INSTALLATION 1705.2.1 X ALL CONNECTIONS VISUALLY INSPECTED AND RCSC SPECIFICATION VERIFIED SNUG FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS SECTION 9 AISC 360 SECTION M2.5 INSPECTION TASKS PRIOR TO BOLTING MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR X FASTENER MATERIALS FASTENERS MARKED IN ACCORDANCE WITH ASTM X REQUIREMENTS AISC 360 PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH, IF THREADS ARE TO BE 1705.2 TABLE N5.6-1 X EXCLUDED FROM THE SHEAR PLANE) PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL X PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS X INSPECTION TASKS DURING BOLTING AISC 360 FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE TABLE N5.6-2 X POSITIONED AS REQUIRED RCSC SPECIFICATION FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING 1705.2 FOR STRUCTURAL X JOINTS USING ASTM A325 OR A490 BOLTS SECTION 9 INSPECTION TASKS AFTER BOLTING 1705.2 AISC 360 TABLE N5.6-3 DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED X CONNECTIONS TABLE 6 -REQUIRED TESTING FOR SPECIAL INSPECTIONS INSPECTION FREQUENCY (NOTE 6) SYSTEM OR MATERIAL IBC CODE CODE OR REMARKS REFERENCE STANDARD CONTINUOUS PERIODIC REFERENCE GEOTECHNICAL VARIES; GEOTECHNICAL REPORT OR PLACED R PREPARED SUBGRADE MINIMUM PER =APPROVEDMATERIALS DENSITY IBC APPENDIX X BY THE GEOTECHNICAL ENGINEER 0 J 107.5, 1705.E WHICHEVER IS GREATER VARIES; CLASSIFICATION MATERIAL VERIFICATION T ST G X BY THE GEOTECHNICAL ENGINEER E 0 PIP. OV D FILL MATERIALS CONCRETE CONCRETE STRENGTH ASTM C39 1705.3 ASTM C172 ASTM C 31 AC1318:5.6,5.8 EACH 150 CY NOR LESS THAN EACH 5000 SF OF SLAB OR WALL PLACED EACH SHIFT FABRICATE SPECIMENS AT TIME FRESH CONCRETE IS PLACED CONCRETE SLUMP ASTM C143 CONCRETE AIR CONTENT ASTM C231 CONCRETE TEMPERATURE ASTM C1064 1910.5 EACH 50 CY NOR LESS THAN SPECIMEN TAKEN FROM THE IN -PLACE OR FROM SHOTCRETE STRENGTH 1910.10 ASTM C39 EACH 5000 SF OF WALL TEST PANELS PLACED EACH SHIFT STEEL PRE -CONSTRUCTION TESTING OF WELDING STUDS, 1705.2.2 AWS D1.1 7.7.1 EACH SIZE AND TYPE OF THIS TESTING PERFORMED BY CONTRACTOR WELDED REINFORCING BARS AND DBA'S STUD/BAR EACH SHIFT AND CONFIRMED BY SPECIAL INSPECTOR TABLE 7 -REQUIRED TESTING FOR SEISMIC RESISTANCE SPECIAL INSPECTIONS INSPECTION IBC CODE CODE OR SYSTEM OR MATERIAL REMARKS STANDARD FREQUENCY REFERENCE REFERENCE CONCRETE REINFORCEMENT TEST A615 REINFORCEMENT IN SPECIAL MOMENT NOT REQUIRED IN SDC A OR WHEN CERTIFIED FRAMES, SPECIAL STRUCTURAL WALLS, AND END 1705.12.1 ACI 318: 21.1.5.2 MILL TEST REPORTS ARE PROVIDED. REFERENCE COUPLING BEAMS CONNECTING STRUCTURAL WALLS DRAWINGS FOR LOCATIONS TEST A615 REINFORCEMENT FOR WELDABILITY WHEN 1705.12.1 ACI 318: 3.5.2 SUCH REINFORCEMENT IS TO BE WELDED REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG R9 `ZP 3F WAS& � Z 47422 P0, TURAL FSS7 A Q0 N O 00 O') O o � Zz O = >Q W U 0 LL Z Oz 0 Z O J > J O � 0 Z � 0 0 ti Z m F_ p W Z � � Q LLI Q N U REVISION DATE REASON FOR ISSUE E 02.22.22 Site Dev. Comments 2 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 SPECIAL INSPECTIONS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER SO./ 1 2 12'- 5 5/8" Tc' 4 14'-41/2"-2" 10 TYP. S5.01 I G� LJ B 90'-0" 4' - 0" INDICATES ZONE O FULLY GROUTED CMU WALL, TYP I 10 S5.01 TYP. 5 13'-0" Ham C01 G G C C 90'-0" F EL. 91' - 0" 5" SLAB ON GRADE TYP. U.N.O. I I I I F G1� F GL� I I G 1� co N C S S I 3 � I S3.01 I 2 I 12" CONC. SHEAR 4 S3.01 I WALL AT STAIR S3.0 ES31.04 I 23' - 3 1 /2" 7 27' - 3 1 /2" 10" CONC. WALL AT BASEMENT TYP. I 9 10 12 13'-83/4" 9'-53/4" 23' - 7" 1 7'-0„ 14 S5.01 F z C , L'_0' COL. CL F 2' - 0" 13 In ti rB LO I I I - - - - - TYP. I I 10CD S5.01 � 2 1 N 6�� GL�----------------- --- S3.04 N d ' - - E 14 4 I F L� S501 �7'-0" o C I G L S3.02 I 1 G 0, 90'-0,. U G CONC. COLUMN I 5' - 3 1/4" 12" CON . SHEAR 4 WALL AT LEVATOR I S6.01 I � �� 1' - 3" I I L L r .�,.,,, ZONE OF 5 CMU PARTITION I 2 3 I iv I FULLY GROUTED I S3.02 CMU WALL, TYP Q4 S5.02 WALL TYP. I � S3.02 I 11 ' = S5.03 S S `�' J__ S s TYP. I 1 EL. 89' - 8 1/2" S8.01 C I I S S G s S c\I87'-0" I d _ 12 S S 14 84'-6" rn C C 8" CONC. WALL o S5.01 G� -CF 90'-0" 89'-0" I AT RAMP REINF. I S5.03 \ I LL -1 PER 11/S5.03 UL N G Ei] 4 - 7 1' - 2 S4.01 TYP. CONT. HORIZ. 5" CONC. WALL REINF. RAMP SLAB 4 THRU COLUMN ON FILL S S I I I IL Aia 1 I S3.01 I B I Tr, 2'-6" FOOTING ATI SHEAR WALL EL. 90 - 3 3/4 12" CONIC SHEAR WALL 5 I C 89'-( S3.03 I co L[7 C 90'-0" #4 @ 16" o.c. EACH WAY U.N.O. 7/77 TYP. G �� I� A 5 TYP. S S-------- 3 N_ 1 � � � 87'-0" S5.02 I 5 S8.01 S3.04 r --- -� 8" CONC. o S5.01 4 - ----- --- - 8 I WALL AT 3 I Z� S5.02 S S S S S5.03 I RAMP S3.03 I N 1' - 3 1/4"J I L' L G 14 -M - CH 12" CONC. SHEAR N C C A� C 1 N 2 I WALL AT STAIR 4 85'-6" 1 C cS3.03 I S3.03 m 1:. 82'-3" '4 e, e SLOPE TO DRAIN AT 1/4" PER FT 1 I S5.02 TYP. 1 7 TYP. I I o RE.F ARCH 1 S5.02 � I S3.03 I I - � K EL. 86' - 8 3/4" 1 , DETENTION VAULT EL. 86' - 8 3/4" 1 _ I. EDGE FOOTING 1 8" SLAB ON GRADE TYP. a 4 le 3 _ M S5.02 3' - 2" Q o 1 N C G L C C UL 83'-0" U EL. 84'-0" T.O. S .d SLAB AT PERIMETER / 8 8�-0„A _ OF VAULT _ � o G CL ° SIM. 7 N 10 S5.01 TYP. 10 S5.01 S4.01 #6 @ 14" O.C. EACH WAY TOP. #4 @ 14" O.C. EACH WAY BOTTOM I LEVEL P1 N 1 /8" = 1'-0" 14"M NOTES 1. X INDICATES FOOTING TYPE. REF. 6/S501 FOR SCHEDULE. -XX.XX' INDICATES TOP OF FOOTING ELEVATION. 3. � EL. XXX'-XX" INDICATES TOP OF SLAB ELEVATION. 102'-9" = 382'-9" CIVIL DATUM. 4. /7771 T INDICATES STEP IN ELEVATION. REF. 5/S5.01. 5. INDICATES CHANGE IN SLOPE BEND REINFORCING TO MATCH U.N.O. 6. S S INDICATES STEPPED FOOTING. REF. 11/S5.01. 7. INDICATES EXISTING STRUCTURE. 8. FIELD VERIFY EXISTING DIMENSIONS AND ELEVATIONS. 9. REF. SHEETS S5.01 - S5.02 FOR TYPICAL CONCRETE DETAILS. 10. REF. S4.01 FOR TYPICAL COLUMN SCHEDULE. 11. B-1 INDICATES CONCRETE BEAM REF. 1/S5.02. 12. INDICATES CONCRETE WALL. 13. INDICATES 8" PARTIALLY GROUTED CMU WALL U.N.O. 14. INDICATES 8" FULLY GROUTED CMU WALL. O REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T Q A� � � Z 47422 �0�, cTORAL N O 00 o P Z z O� >Q W o LL z O0 �LIJ Z O 10 J > J �_ OT -0 o 0 i O ti Z m W Z N `�' N U a_ Q a REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 4 01.03.22 Addendum #04 D 01.11.22 Site Dev. Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bld2021-0116 LEVEL P1 GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S2.00 ti N C0 D N N E 00 0 N F co M G /13 0 S6.01 1 N O N Q STEEL CANOPY REF. 5/S6.01 4 33.03 u N �I J 0 K co 0 N L N M LEVEL 1 FLOOR PLAN 1/8" = 1'-0" NOTES: 1. INDICATES CHANGE IN SLOPE. 2. INDICATES CONCRETE COLUMN. 3. -J� EL. XXX-XX INDICATES TOP OF SLAB ELEVATION. 4. INDICATES 8" PARTIALLY GROUTED CMU WALL U.N.O. r777777777771 5. 1 -71 INDICATES CONCRETE WALL. Q4 6. REF. S4.01 FOR TYPICAL COLUMN SCHEDULE. 7. REF. SHEETS S5.01 - S5.03 FOR TYPICAL CONCRETE DETAILS. REF. S5.10 - S5.11 FOR TYPICAL P/T DETAILS. 8. i 771 INDICATES STEP IN ELEVATION. 9• M-1 INDICATES SPAN DIRECTION OF 3"x18 GA. TYPE N STEEL ROOF DECK w/ G90 GALVANIZING REF. 9/S6.01. 10. M-2 INDICATES SPAN DIRECTION OF 1 1/2"x20 GA. TYPE B STEEL DECK w/ G90 GALVANIZING. TYPICAL AT EXTERIOR CANOPIES REF. 9/S6.01. 11. EL. XX'-X" INDICATES TOP OF SLAB POINT ELEVATION. 12. (B) INDICATES BELOW. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. 14. INDICATES DIAGONAL BRACE SUPPORT. REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T � Z 47422 'po cTURAL 04 00 co z 0 � Zz O= Q W Cn 0 LL z O0 z O 10 J M J o O -0 _ o 0 ti z m o w Z N Q QLu cv U REVISION DATE REASON FOR ISSUE 1 06.18.21 Addendum #01 4 01.03.22 Addendum #04 C 02.08.22 City Comments #03 D 01.11.22 Site Dev. Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 1 FLOOR PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S2.01 2 S3.01 1 2 3 4 5 6 7 81- 12'- 5 5/8" 14'-41/2" 6'-2" 13'-0" 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" �2 TYP. 9 S5.03 S5.01 23'-7" ----------------------------------------------- --------------------- I I I I i I I I I II I --------------- 77-77 I I 3 I S5.03 I I I EL. 102' - 9" I THICKENED I SLAB I 10" P/T SLAB I f'c = 6000 PSI NORTH HALF OF SLAB I I I I I I I I I I I I I I I I I I I I STEP IN BOTTOM 4 OF SLAB -- ---- - - - - -- S3.02 � 4 0 � TYP. I S6.01 I PROVIDE TRIM = a - STEEL AROUND (B) OPENING TYP. x 3 REF. 1/S5.12 TYP. I I I l S8 01 2 S3.02 I I S3.02 � = 1177 I S5.03 II 5 SLAB ON FILL w/ #4 I I 4 1 I I @ 15" o.c. EACH WAY A( I I S5.30 I I CENTERED IN SLAB POUR I I I S3.02 I � 56 DAYS MIN. AFTER I I TYP. 7 1 1 STRESSING P/T SLABS II I I I S5.03 55.03 I I I I L-------- I I I I ---- I $ (B) -� II I I I I S5.03 1 I III I I I I m _ J r L w _ -- - - - - -- - -J -z-------------------- ---- a I EL. 98'-7"I 0 I (TYPE A) (TYPE C) I I I 5 WARPED SLAB I w AREA, TYP 10" SLAB w/ #5 @ 12" O.C. a I/5__�PROVIDE SLIP 8 I I S5.03 EACH WAY BOT. AND #4 @ I O J TYPE C JOINT AROUND 8'x8' TOWER 12" o.c. EACH WAY TOP ( ) S5.30 CORE S5.30 6 I I CRANE E . 98' - 0 5/8" POUR 56 DAYS MIN. AFTER I EL. 95' - 5 1/8" S5.03 OPENING STRESSING P/T SLAB I 8 RANSITIONS BETWEEN I S5.30 LOPES TO FOLLOW MAIN 4 I I Q AMP SLOPE:,TYPUNO ------ - -- - S3.01 I I I 2 _ I _ �' S3.03 POUR STRIP BEL W = I 00 --�---- - 24" DIA OPENING AT TOPPING LAB 11 -6 MIN., 12-0 MAX. o' D EL. 96 - 2 3/4 O S � II - VAULT TYP AT 4 () COORDINATE WITH - - 14 TYP. - - °' U REF. CIVIL FOR _ Ak CONTRACTOR S5.12 r_ Q Q LOCATION POUR STRIP O I - 1 S5.30 4 - O U EL. 97 - 1 EL. 96' - 2 3/4" e. S3.01 I S5.03 10 (TYPE A) I U MAIN SLAB SLOPE I g S5.03 WARPED SLAB S5.03 AREA, TYP 10" P/T SLAB f'c = 5000 SPI I EL. 102' - 0 3/8" I II TYP. II 2 I I S5.02 I 1 II S8.01 I TYP. 5 W8x13 CENTERE15 S3.03 PROVIDE SLIP 12" DIA OPENING AT i IN OPENING S5 12 JOINTS AT ALL VAULT, TYP AT (2) TYP. BASEMENT TO SLAB REF. CIVIL FOR I 15 I CONNECTIONS LOCATION I I REF. 9/S5.01 I S5.03 17 'IT L------------------ ------------------------ - - - -I- ----- - - - - ------------------------------------------L- - - - - -- I LEVEL 1 FLOOR PLAN 1/8" = 1'-0" 11 S5.03 EL. 95' - 1 5/8" 12 (TYPE A) S5.03 5 3 S5.30 S3.03 13 , ti 0 ' N , CO D N N , E d- PROVIDE SLIP JOINT AROUND - o CORE d - , �r 5 S5.30 'PE A) 1 S3.03 TRENCH DRAIN REF. PLUMBING 15 EL. 94' - 9" S�TYP. Q EL. 95' - 11"7777 r SPAN DIRECTION OF 5'-0" x 10'-0" TYP 1 9 GALVANIZED STEEL 14 OPENING S5.01 GRATING W-19-4 W/ 2 S5.02 0 S5.03 1/4x 1/4 BEARING BARS C PROVIDE 30"SQ HINGED SECTION OF GRATING AT ACCESS LADDER BY OTHERS S8.01 TYP. Nt fb , 0 N F G /13 Q �-o 1 �P 0 N A �-r. A L� 13 S5.03 co 0 , N 1 DOOR OPENING REF. ARCH. STEEL CANOPY REF. 5/S6.01 H J K L M NOTES 1. INDICATES CHANGE IN SLOPE. 2. INDICATES CONCRETE COLUMN. 3. -J� EL. XXX'-XX" INDICATES TOP OF SLAB ELEVATION. 4. INDICATES 8" PARTIALLY GROUTED CMU WALL U.N.O. r777777777771 5. 1 Z3 INDICATES CONCRETE WALL. 2L 6. REF. S4.01 FOR TYPICAL COLUMN SCHEDULE. 7. REF. SHEETS S5.01 - S5.03 FOR TYPICAL CONCRETE DETAILS. REF. S5.10 - S5.11 FOR TYPICAL P/T DETAILS. 8. i 771 INDICATES STEP IN ELEVATION. 9. M-1 INDICATES SPAN DIRECTION OF 3"x18 GA. TYPE N STEEL ROOF `� DECK w/ G90 GALVANIZING REF. 9/S6.01. 10. M-2 INDICATES SPAN DIRECTION OF 1 1/2"x20 GA. TYPE B STEEL DECK w/ G90 GALVANIZING. TYPICAL AT EXTERIOR CANOPIES REF. 9/S6.01. 11. EL. XX'-X" INDICATES TOP OF SLAB POINT ELEVATION. 12. (B) INDICATES BELOW. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. 14. INDICATES DIAGONAL BRACE SUPPORT. REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * • • • 1111111 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A` �F WASH T � Z 47422 E�'� 04 O 00 CY) O o P Z z O� >Q W o LL z O0 z O fp J > C:)_ J OT _0 o 0 i O ti z m W Z 04 U' Q Q cal U a_ REVISION DATE REASON FOR ISSUE 1 06.18.21 Addendum #01 4 01.03.22 Addendum #04 C 02.08.22 City Comments #03 D 01.11.22 Site Dev. Comments H 07.07.22 AS1002 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 1 FLOOR PLAN CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 SHEET NUMBER S2.01 0 0 CM In 9 C N O CD N N O E NOTES: 1. INDICATES POST -TENSIONED DEAD END. 2. INDICATES POST -TENSIONED STRESSING END. 3. X" INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER OF GRAVITY OF POST TENSIONED TENDONS. 0 4. X" INDICATES DISTANCE FROM TOP OF SLAB TO CENTER OF N GRAVITY OF POST TENSIONED TENDONS. 5. INDICATES TENDON DRAPE TO CONTINUE PER ADJACENT TENDON. 6. — INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT CENTER OF GRAVITY OF SLAB. F 7. INDICATES LOCATION OF POUR STRIP. CAST POUR STRIPS AFTER MINIMUM WAIT PERIOD INDICATED ON S0.02. 8. REF. ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS co FOR SLEEVES, BLOCK OUTS AND OTHER ITEMS TO BE COORDINATED WITH THE STRUCTURAL DRAWINGS. co r 9. INDICATES EFFECTIVE FORCE FOR CONTINUOUS BANDED POST -TENSIONED XXX K TENDONS (KIPS). G 10. INDICATES EFFECTIVE FORCE FOR DISTRIBUTED POST -TENSIONED XXX K/FT TENDONS (KIPS/FT.). H LEVEL 1 P/T UPPER PLAN N 1/8" = 1'-0" G W ■ zo Ci CD 7 co �CK co O O N LEVEL 1 P/T LOWER PLAN 1/8" = 1'-0" L M REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T i Q A� � Z 47422 -po cTURAL 04 O 00 cy) co z 0 � Z z O= >Q LLI (6 0 LL z Oz z O J J 10 � c:)_ O -0 O '4 O 0 Z m Q w it Z N Q Q Lu cv U REVISION DATE REASON FOR ISSUE D 01.11.22 Site Dev. Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 1 P/T PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUM BER S2.01 P c r LEVEL 1 P/T UPPER PLAN N 1/8" = 1'-0" LEVEL 1 P/T LOWER PLAN 1/8" = 1'-0" 0 in F_ IV CM 9 C N zo CD N N E NOTES: 1. INDICATES POST -TENSIONED DEAD END. 2. INDICATES POST -TENSIONED STRESSING END. 3. X" INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER OF GRAVITY OF POST TENSIONED TENDONS. 00 0 4. X" INDICATES DISTANCE FROM TOP OF SLAB TO CENTER OF N GRAVITY OF POST TENSIONED TENDONS. 5. INDICATES TENDON DRAPE TO CONTINUE PER ADJACENT TENDON. 6. — INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT CENTER OF GRAVITY OF SLAB. F 7. INDICATES LOCATION OF POUR STRIP. CAST POUR STRIPS AFTER MINIMUM WAIT PERIOD INDICATED ON S0.02. 8. REF. ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS co FOR SLEEVES, BLOCK OUTS AND OTHER ITEMS TO BE COORDINATED WITH THE STRUCTURAL DRAWINGS. i� r 9. INDICATES EFFECTIVE FORCE FOR CONTINUOUS BANDED POST -TENSIONED XXX K TENDONS (KIPS). G 10. INDICATES EFFECTIVE FORCE FOR DISTRIBUTED POST -TENSIONED XXX K/FT TENDONS (KIPS/FT.). N_ O N N H G W ■ co Ci CD T zoTK co CD N L M REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A` �F WASH T i Q A� � Z 47422/"�� p0c� CTURAL ENG� ,�`v�c 04 O 00 CY) co z 0 � Z z O= >Q LLI (6 0 LL z O0 z O J J 10 � C:)_ O -0 O '4 O 0 Z m Q w it Z N Q Q LU cv U REVISION DATE REASON FOR ISSUE D 01.11.22 Site Dev. Comments H 07.07.22 AS1002 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 1 P/T PLAN CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 SHEET NUMBER S2.01 P NOTES: 1. REF. S002 FOR GENERAL STRUCTURAL NOTE. 2. INDICATES CONCRETE WALL REF. PLAN AND ELEVATIONS. 3. REF. SHEET S401 FOR COLUMN DETAILS. 4. REF. S511 SERIES SHEETS FOR TYPICAL TWO-WAY P/T SLAB TYPICAL DETAILS. 5. REF. MECH. AND ELECT. DRAWINGS FOR PIPE AND CONDUIT LOCATIONS. 6. (X) #X INDICATES NUMBER AND SIZE OF REINFORCING. PLACE AT TOP OF SLAB U.N.O. REF. DETAIL 9/S5.10 AND 1/S5.11. 7. ALL TOP REINF. MUST EXTEND 1/3 SPAN BEYOND SUPPORT U.N.O. 8. ® Q PROVIDE TRIM REINF. AT SLAB OPENINGS. REF. 1/S5.12 FOR TYPICAL DETAILS. 9. (A) INDICATES ABOVE. 10. (B) INDICATES BELOW. 11. O INDICATES SLAB SHEAR STUD REINF. REF. S5.11 FOR TYPICAL DETAILS. 12. AT TWO-WAY SLAB: PLACE E-W TOP REINF. ABOVE N-S TOP REINF. U.N.O. AT CANTILEVERS SLAB EDGES PLACE CANTILEVER TOP BARS ABOVE BARS PARALLEL TO SLAB EDGE. AT CORNERS PLACE LONGER CANTILEVER BARS ABOVE SHORTER DIRECTION BARS. PLACE N-S BOTTOM REINF. ABOVE E-W BOTTOM REINF. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. LEVEL 1 REINFORCING UPPER PLAN 1 /8" = 1'-0" LEVEL 1 REINFORCING LOWER PLAN 1/8" = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T i Q A, � Z 47422 �0�_ cTURAL 0 00 rn co z 0 � Zz O= Q L LI (6 0 LL z O0 o z O 10 J > J O -0 _ o 0 ti z m o w Z N Q Q Lu cv U REVISION DATE REASON FOR ISSUE 1 06.18.21 Addendum #01 A 08.20.21 City Comments #01 D 01.11.22 Site Dev. Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 1 REINFORCING PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUM BER S2.01 R 11 LEVEL 1 REINFORCING UPPER PLAN 1 /8" = 1'-0" LEVEL 1 REINFORCING LOWER PLAN 1/8" = 1'-0" NOTES: 1. REF. S002 FOR GENERAL STRUCTURAL NOTE. 2. INDICATES CONCRETE WALL REF. PLAN AND ELEVATIONS. 3. REF. SHEET S401 FOR COLUMN DETAILS. 4. REF. S511 SERIES SHEETS FOR TYPICAL TWO-WAY P/T SLAB TYPICAL DETAILS. 5. REF. MECH. AND ELECT. DRAWINGS FOR PIPE AND CONDUIT LOCATIONS. 6. (X) #X INDICATES NUMBER AND SIZE OF REINFORCING. PLACE AT TOP OF SLAB U.N.O. REF. DETAIL 9/S5.10 AND 1/S5.11. 7. ALL TOP REINF. MUST EXTEND 1/3 SPAN BEYOND SUPPORT U.N.O. 8. ® Q PROVIDE TRIM REINF. AT SLAB OPENINGS. REF. 1/S5.12 FOR TYPICAL DETAILS. 9. (A) INDICATES ABOVE. 10. (B) INDICATES BELOW. 11. O INDICATES SLAB SHEAR STUD REINF. REF. S5.11 FOR TYPICAL DETAILS. 12. AT TWO-WAY SLAB: PLACE E-W TOP REINF. ABOVE N-S TOP REINF. U.N.O. AT CANTILEVERS SLAB EDGES PLACE CANTILEVER TOP BARS ABOVE BARS PARALLEL TO SLAB EDGE. AT CORNERS PLACE LONGER CANTILEVER BARS ABOVE SHORTER DIRECTION BARS. PLACE N-S BOTTOM REINF. ABOVE E-W BOTTOM REINF. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A` �F WASH T i Q A, � Z ��Fp 47422�� p0CT01 A' SSA/�N / 0 00 rn co z 0 � Zz O= Q L LI (6 0 LL z O0 o z O 10 J > J O -0 _ o 0 ti z m o w Z N Q Q LU cv U REVISION DATE REASON FOR ISSUE 1 06.18.21 Addendum #01 A 08.20.21 City Comments #01 D 01.11.22 Site Dev. Comments H 07.07.22 AS1002 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 1 REINFORCING PLAN CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 SHEET NUMBER S2.01 R CA BE MC6x16.: AT PERIP LEVEL 2 CONCRETE FRAMING PLAN 1 /8" = 1'-0" 16.3 TYP. =RI METER NOTES 1. INDICATES CHANGE IN SLOPE. 2. INDICATES CONCRETE COLUMN. 3. EL. XXX'-XX" INDICATES TOP OF SLAB ELEVATION. 4. INDICATES 8" PARTIALLY GROUTED CMU WALL U.N.O. 11A 5. INDICATES CONCRETE WALL. 6. REF. S4.01 FOR TYPICAL COLUMN SCHEDULE. 7. REF. SHEETS S5.01 - S5.03 FOR TYPICAL CONCRETE DETAILS. REF. S5.10 - S5.11 FOR TYPICAL P/T DETAILS. 8. 77771 T INDICATES STEP IN ELEVATION. 9• M-1 INDICATES SPAN DIRECTION OF 3"x18 GA. TYPE N STEEL ROOF DECK w/ G90 GALVANIZING REF. 9/S6.01. Q 10. M-2 INDICATES SPAN DIRECTION OF 1 1/2"x20 GA. TYPE B STEEL DECK w/ G90 GALVANIZING. TYPICAL AT EXTERIOR CANOPIES REF. 9/S6.01. A 11. EL. XX'-X" INDICATES TOP OF SLAB POINT ELEVATION. 12. (B) INDICATES BELOW. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. 14. INDICATES DIAGONAL BRACE SUPPORT. Q REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T � Z ��Fp 47422 �O� cTURAL ASS !a?V AL CD 04 O 00 cy) co z 0 � Z z O= >Q W (6 0 LL z O0 Z O 10 J > J O -0 _ o 0 ti Z m p W it Z N Q QLu cv U REVISION DATE REASON FOR ISSUE 1 06.18.21 Addendum #01 4 01.03.22 Addendum #04 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 2 CONCRETE FRAMING PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S2.02 c r CA BE MC6x16.: AT PERIP LEVEL 2 CONCRETE FRAMING PLAN 1 /8" = 1'-0" 16.3 TYP. =RI METER NOTES 1. INDICATES CHANGE IN SLOPE. 2. INDICATES CONCRETE COLUMN. 3. EL. XXX'-XX" INDICATES TOP OF SLAB ELEVATION. 4. INDICATES 8" PARTIALLY GROUTED CMU WALL U.N.O. 11A 5. INDICATES CONCRETE WALL. 6. REF. S4.01 FOR TYPICAL COLUMN SCHEDULE. 7. REF. SHEETS S5.01 - S5.03 FOR TYPICAL CONCRETE DETAILS. REF. S5.10 - S5.11 FOR TYPICAL P/T DETAILS. 8. 77771 T INDICATES STEP IN ELEVATION. 9• M-1 INDICATES SPAN DIRECTION OF 3"x18 GA. TYPE N STEEL ROOF DECK w/ G90 GALVANIZING REF. 9/S6.01. Q 10. M-2 INDICATES SPAN DIRECTION OF 1 1/2"x20 GA. TYPE B STEEL DECK w/ G90 GALVANIZING. TYPICAL AT EXTERIOR CANOPIES REF. 9/S6.01. A 11. EL. XX'-X" INDICATES TOP OF SLAB POINT ELEVATION. 12. (B) INDICATES BELOW. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. 14. INDICATES DIAGONAL BRACE SUPPORT. Q REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A` �F WASH T � Z ��Fp 47422/'�� p0c� CTURAL ENG� ,�`v�c CD 04 O 00 CY) co z 0 � Z z O= >Q W (6 0 LL z O0 Z O 10 J > J O -0 _ o 0 ti Z m p W it Z N Q QLU cv U REVISION DATE REASON FOR ISSUE 1 06.18.21 Addendum #01 4 01.03.22 Addendum #04 H 07.07.22 AS1002 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 2 CONCRETE FRAMING PLAN CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 CA BE MC6x16.: AT PERIP LEVEL 2 CONCRETE FRAMING PLAN 1 /8" = 1'-0" 16.3 TYP. =RI METER NOTES 1. INDICATES CHANGE IN SLOPE. 2. INDICATES CONCRETE COLUMN. 3. EL. XXX'-XX" INDICATES TOP OF SLAB ELEVATION. 4. INDICATES 8" PARTIALLY GROUTED CMU WALL U.N.O. 11A 5. INDICATES CONCRETE WALL. 6. REF. S4.01 FOR TYPICAL COLUMN SCHEDULE. 7. REF. SHEETS S5.01 - S5.03 FOR TYPICAL CONCRETE DETAILS. REF. S5.10 - S5.11 FOR TYPICAL P/T DETAILS. 8. 77771 T INDICATES STEP IN ELEVATION. 9• M-1 INDICATES SPAN DIRECTION OF 3"x18 GA. TYPE N STEEL ROOF DECK w/ G90 GALVANIZING REF. 9/S6.01. Q 10. M-2 INDICATES SPAN DIRECTION OF 1 1/2"x20 GA. TYPE B STEEL DECK w/ G90 GALVANIZING. TYPICAL AT EXTERIOR CANOPIES REF. 9/S6.01. A 11. EL. XX'-X" INDICATES TOP OF SLAB POINT ELEVATION. 12. (B) INDICATES BELOW. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. 1 14. 4111111bbb- INDICATES DIAGONAL BRACE SUPPORT. 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N N. I NG Rq A� �F WASH '41 O �o L U REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eric BUILDING OFFICIAL Jun 01 2023 APPROVED DATE N O 00 M z Vn OO 0 � Z z O V) LU o z z L.L O O2 LU LU Q� z v w o O -0 o O N o 0 CID Z z aN Qw REVISION DATE REASON FOR ISSUE 1 06.18.21 Addendum #01 4 01.03.22 Addendum #04 H 07.07.22 AS1002 5 03.03.23 CCD 004 24 05.12.23 ASI009 REVISION May 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 2 CONCRETE FRAMING PLAN CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 in n5 n6 n7 n8 (10) n12 12'-55/8" 14'-41/2" 6'-2" 13'-0" 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 23'-7" Fl4 KK 1072 K 992 K EEI 215 K ADD 1233 K 1020 K H6 K 1421 K 134 K ADD 81 K ADD 322 K ADD 0 Jill, 11" LO 1 r` M Lo T cl) - M I r i i co co r-� - i I L J L_J M I I f I I co 15 3/4" 1 1/4" 12 3/4" 11" 12 3/4" 3 1/2" 12 3/4" 1 1/4" 12 3/4" 1 1/4" 12 3/4" 2" 12 3/4" 5" 8 1/2" I Ln I Q r r r r M (y) r � � I I I N I I Zo o 15 3/4" 1 1/4" 12 3/4" 3 1/2" 1 1/4" 12 3/4" 5" 8 1/2" 12 3/4' 11" 12 3/4" 12 3/4" 4" 12 3/4" 2" N I I N I I u_ - - ? Zo co co N ` --- L J co N I I co - - co i N I j f j I L I J ——————————————-- — 00 2" 12 3/4" 3" N N N I li I N 00 41 co Oo LL N CD �- -- -, co41 N co! N L M J N i coCO N -, J - r-� I I _ I I co co 11 3/4" 1 1/4" 1 3/4" 11" 12 3/4" 3 1/2" 12 3/4" 1 1/4" 12 3/4" 4" 12 3/4'. ;40 c\I 2" c ;12 3/4" r 3"tp � II M LJ - N I (D r I �, CO O N - I � N N O N - O ch — — — — — , N — — — — — — � � I I M cy) � - I — N - N -, - N -, r-� I 750 K en — _ L_J N — I L_J 3 1 /2" 111 3/4" N j 1 11 3/4" 1 1/4" 12 3/4" ill, 12 3/4" 3 1 /2" 12 3/4" 1 1/4" 2 3/4' 4" 12 3/4":"."! M M CO L -- — — — — — — — — — — — — — — — — - 0 1 Cfl N N N 0 N N N Q � � L~L O N r N I M I I I O 1 N 11 3/4" 1 I 1 I 1 1/4" 12 3/4" 11.1 12 3/4" 3 1/2" 12 3/4" 1 14" 12 3/4" 1 1/2" 12 3/4" 3 1/2" 12 1 1 /4" 3" 1 1 I I r I I r I I r I I I I I I I I I I'I � � I I I I I �- 4� I I - - - - -I- -- ----- - - - - -- rt_ 295 K ADD 134 K ADD 295 K ADD 134 K ADD 750 K LEVEL 2 P/T PLAN 1 /8" = 1'-0" A NOTES 1. INDICATES POST -TENSIONED DEAD END. 2. INDICATES POST -TENSIONED STRESSING END. B 3. X" INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER OF GRAVITY OF POST TENSIONED TENDONS. 4. XII INDICATES DISTANCE FROM TOP OF SLAB TO CENTER OF GRAVITY OF POST TENSIONED TENDONS. 5. INDICATES TENDON DRAPE TO CONTINUE PER ADJACENT TENDON. 6. INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT CENTER OF GRAVITY OF SLAB. 7. INDICATES LOCATION OF POUR STRIP. CAST POUR STRIPS AFTER MINIMUM WAIT PERIOD INDICATED ON S0.02. 8. REF. ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS C FOR SLEEVES, BLOCK OUTS AND OTHER ITEMS TO BE COORDINATED WITH THE STRUCTURAL DRAWINGS. 9. XXX K INDICATES EFFECTIVE FORCE FOR CONTINUOUS BANDED POST -TENSIONED TENDONS (KIPS). D 10. INDICATES EFFECTIVE FORCE FOR DISTRIBUTED POST -TENSIONED XXX K/FT TENDONS (KIPS/FT.). E REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T Q A� � � Z 47422 Leo cTURAL 04 0 00 co z o P Z z O= Q W (n LL z O0 z O J J 10 � c:)_ O -0 _ O 0 ti z m o w it Z N Q Q Lu cv U REVISION DATE REASON FOR ISSUE 4 01.03.22 Addendum #04 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 2 P/T PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 I SHEET NUMBER S2.02P in n5 n6 n7 n8 (10) n12 12'-55/8" 14'-41/2" 6'-2" 13'-0" 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 23'-7" Fl40 K 1072 K 992 K EEI 215 K ADD 1233 K 1020 K 1206 K 1421 K 134 K ADD 81 K ADD F322 K ADD 0 11" 11" r--I I I I L0 1 M LO T (c - M I i (ei co i Nt I L J L_J CM r-� I I f I I co 15 3/4" 1 1/4" 12 3/4" 11" 12 3/4" 3 1/2" 12 3/4" 1 1/4" 12 3/4" 1 1/4" 12 3/4" 2" 12 3/4" 5" 8 1/2" I Ln I Q r r r M (h r I I I I I N I I Zo o 15 3/4" 1 1/4" 12 3/4" 3 1/2" 1 1/4" 12 3/4" 5" 8 1/2" 12 3/4' 11" 12 3/4" 12 3/4" 4" 12 3/4" 2" C14 I I N I I U_ - - Zo co IL CO r N - -' --' `--_ L J co N I I co - - co i i I N I j f j -_ I L I J ————————————— —-- — 00 2" 12 3/4" 3" N N N I li I N oD co bo 40 if N CD �- -- -, coLL N co N ! L co J N I co I N -, J - CO 41 r-� 11 3/4" 1 1/4" 1 3/4" ill, 12 3/4" 3 1/2" 12 3/4" 1 1/4" 12 3/4" I 4" 12 3/4" tp 40 c\I 2" c ;12 3/4" 3" r IIII IIII Mr � CO O 1No 4 TERMINATE () TENDONS �- o AT OPENING SWOOP REMAINING TENDONS _————— — — — — —— EACH SIDE OF OPENING ————— — — — — —— — N — — — — — — I cM CY) N N N -750 K � en _ N ( — - L_J 111 3/4N N 1712 11 3/4" 1 1/4" 3/4"L 12 3/4" 3 1/2" 12 3/4" CO --——————— —— — " 123/4" 1 3/4'4 — — — — 3 1/2" �Ni ' Zo 0 — — — — — N O X\ N - � � N N Q � � LLLL 41 O N r N I I I 1 C14 11 3/4" 1 I I 1 1/4" 12 3/4" 11 " 12 3/4" 3 1/2" 12 3/4" 1 14" 12 3/4" 1 1/2" 12 3/4" 3 1/2" 12 I I /4" 3" I I I I I I r I I r I I r I I I I I I I I L� I II Il—�---- � 411 I I -----I--- --———— — — — — — 295 K ADD 134 K ADD 295 K ADD 134 K ADD 750 K LEVEL 2 P/T PLAN 1 /8" = 1'-0" A NOTES: 1. 2. B 3. X" 4. XII 5. 6. :'A INDICATES POST -TENSIONED DEAD END. INDICATES POST -TENSIONED STRESSING END. INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER OF GRAVITY OF POST TENSIONED TENDONS. INDICATES DISTANCE FROM TOP OF SLAB TO CENTER OF GRAVITY OF POST TENSIONED TENDONS. INDICATES TENDON DRAPE TO CONTINUE PER ADJACENT TENDON. INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT CENTER OF GRAVITY OF SLAB. INDICATES LOCATION OF POUR STRIP. CAST POUR STRIPS AFTER MINIMUM WAIT PERIOD INDICATED ON S0.02. REF. ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SLEEVES, BLOCK OUTS AND OTHER ITEMS TO BE COORDINATED WITH THE STRUCTURAL DRAWINGS. INDICATES EFFECTIVE FORCE FOR CONTINUOUS BANDED POST -TENSIONED TENDONS (KIPS). INDICATES EFFECTIVE FORCE FOR DISTRIBUTED POST -TENSIONED TENDONS (KIPS/FT.). REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A\ �F WASH T Q A� � Z 47422/'�� p0c� CTURAL ENG� ,�`v�c 04 0 00 co z o P Z z O= Q LLI o LL z O0 0 Z J O � J �_ OT -0 O i '4 O 0 I— 7 I` Z co Q w it Z N Q Q cv U REVISION DATE REASON FOR ISSUE 4 01.03.22 Addendum #04 H 07.07.22 AS1002 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 2 P/T PLAN CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 EXEND TOP BARS TO 3" OF SLAB EDGE, TYP. 1 2 3 4 12'-55/8" 14'-41/2" 6'-2" r (14) #6 1 0 1 j®1 #4x24'-0" @ 12" o.c. GRID A TO G 1 C.0 I I I I I I I I 1 I I 1 I� I (14) #6 1 - -J Q 1 I #4X18'-0" @ 16" o.c. TYP. ALONG GRID 1 SLAB EDGE BETWEEN 1 I COLUMN REINFORCING (10) #6 - - Q I U 0� 0 0 0o co W' v N Q LO m � #5 @ I 8" o.c. i I�i #5x14'-0" @ 12" o. — ALONG WALL — � I _ U QO � 00 CD �\ ` 00 O #5x2, ALOE #6 @ 12" o.c. i #6 @ � I Lp 5 13'-0" (7) #6 @ 12" o.c. CENTERED ON COLUMN AT GRID 5 6) (7 18'-6" 1 23'-31/2" #4x13'-0" @ 16" o.c. GRID 1 TO 6.5 TYP. BETWEEN COLUMN REINFORCING I C4 to r #6 O 0 O I � I I o I (9) #6 o O (9) #6 #6 @ 15" o.c. EACH WAY BOTTOM WITH COLUMN REINFORCING 0 L � P (9) #6 U) z 2 J 0 ci U 6 z = W LOW m W -- m 00 co M W � H �* z �U to it 8 9 10 12 28' - 6" 27' - 3 1 /2" 13'- 8 3/4" 9'- 5 3/4" EXTEND TOP BARS TO 3" OF CANTILEVERED SLAB EDGE, TYP. I I M m (9) #6 1 O r 0 o L J (9) #6 m (000LUMN BELOW N In TYP. r I I O � ® ® O ---; (10) #6 L J (10) #6 U O (2) #8 DRAG BARS 0 6 @ 4" o.c. ja I I I I I II I #6 @ 9" o.c. (3) #8 DRAG C5 BARS I � � I � i 10'-0" TYP. I � 6 @ 8" o.c. i i #6 @ 8" o.c. CD I #5x14'-0" @ 12" o.c. ALONG WALL O 4 u (13) #6 LAP SPLICE AT COLUMN REINFORCING AND AT WALL D J 0 �U oz = W LOW @� F- m W -- m O ❑ _W 00� x W d (D O � it z �LU z m U �U U J o cn z 0 it - W W CD J oWz zi w O O W z (9) #6 L b z W _j00 QWU 1 cm 23' - 7" r-J O O 4 (9) #6 ` 0 (9) #6 0 O I I 0 0 0 4 CAD (10) #6 (10) #6 #4x9'-0" @ 16" o.c. TYP. ALONG GRID 13 SLAB EDGE U.N.O. BETWEEN COLUMN REINFORCING PROVIDE SLIP JOINT AROUND 13 0 CORE aAA CV (8) #6x14'-0" 9 @ 3" o.c. - -------- - - - - -- #5@12"o.c. r -- - - -- I I I I I I I I (8) #6x14'-0" @3"o.c. L - - -- U O LO (16) #6x18'-0" Z\I* - r iZ o d @ 3 O.C. 0 N , } LO o #4x10'-0" @ 16" o.c. ALONG THICKENED SLAB ZONE LEVEL 2 REINFORCING PLAN N 1/8" = 1'-0" co LID r `! N CD N N i E N co N 0 N N nag T ■ CO J CD co O N N NOTES: 1. REF. S002 FOR GENERAL STRUCTURAL NOTE. 2. INDICATES CONCRETE WALL REF. PLAN AND ELEVATIONS. 3. REF. SHEET S401 FOR COLUMN DETAILS. 4. REF. S511 SERIES SHEETS FOR TYPICAL TWO-WAY P/T SLAB TYPICAL DETAILS. 5. REF. MECH. AND ELECT. DRAWINGS FOR PIPE AND CONDUIT LOCATIONS. 6. (X) #X INDICATES NUMBER AND SIZE OF REINFORCING. PLACE AT TOP OF SLAB U.N.O. REF. DETAIL 9/S5.10 AND 1/S5.11. 7. ALL TOP REINF. MUST EXTEND 1/3 SPAN BEYOND SUPPORT U.N.O. 8. Q PROVIDE TRIM REINF. AT SLAB OPENINGS. REF. 1/S5.12 FOR ® TYPICAL DETAILS. 9. (A) INDICATES ABOVE. 10. (B) INDICATES BELOW. 11. O INDICATES SLAB SHEAR STUD REINF. REF. S5.11 FOR TYPICAL DETAILS. 12. AT TWO-WAY SLAB: PLACE E-W TOP REINF. ABOVE N-S TOP REINF. U.N.O. AT CANTILEVERS SLAB EDGES PLACE CANTILEVER TOP BARS ABOVE BARS PARALLEL TO SLAB EDGE. AT CORNERS PLACE LONGER CANTILEVER BARS ABOVE SHORTER DIRECTION BARS. PLACE N-S BOTTOM REINF. ABOVE E-W BOTTOM REINF. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T Z 47422 _P0� 0TQRAL CD O 00 0 � Z z O= >Q W (n 0 LL z O0 L]i Z O CDJ M J �_ O _0 O O 0 z m W Z N `/' Q r Q Lu cv U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 4 01.03.22 Addendum #04 D 01.11.22 Site Dev. Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 2 REINFORCING PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 c r 1 2 3 4 12'-55/8" 14'-41/2" 6'-2" (14) #6 0 1 jCI) 1 #4x24'-0" @ 12" o.c. GRID A TO G 1 C.0 I I I I I I I I I I I I� I (14) #6 1 - -J I I EXEND TOP BARS TO 3" AA OF SLAB EDGE, TYP. L — — — — #4X18'-0" @ 16" o.c. TYP. ALONG GRID 1 SLAB EDGE BETWEEN COLUMN REINFORCING (10) #6 - - Q U ry O 0 w itry @ N Q LO �m it I #5 @ I 8" o.c. I I I� #5x14i '-0" @ 12" o. — ALONG WALL — - - - - - - -- I -J I - - - - - -- _ U QO Of OD o n' lt� o Rm #5x2, I ALOI� #6 @ 12" o.c.l I #6 @ I I I LP 5 13'-0" (7) #6 @ 12" o.c. CENTERED ON COLUMN AT GRID 5 6) (7 18'-6" 1 23'-31/2" #4x13'-0" @ 16" o.c. GRID 1 TO 6.5 TYP. BETWEEN COLUMN REINFORCING I '0 to r #6 O O I I � I I o I r (9) #6 o — — r O #6 @ 15" o.c. EACH WAY BOTTOM WITH COLUMN REINFORCING 0 L � 11) #6 U) z J 0 ci U O z = W MW mw -- m 00 co M W � H �* z �U it 8 9 10 12 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 23'-7" EXTEND TOP BARS TO 3" OF CANTILEVERED SLAB EDGE, TYP. CO I I M I I U C5 CT) (9) #6 COLUMN BELOW* N TYP. I I 11 U 13 10 O � r ® ® O r ---; (10) #6 L J (10) #6 U O (2) #8 DRAG 9 BARS 6 @ 4" o.c. I I I I I II #6 @ 9" o.c. (3) #8 DRAG I C5 BARS I I � I I I 10'-0" I TYP. I I 6 @ 8" o.c. I I #6 @ 8" o.c. I I I rn (9) #6 I I #5x14'-0" @ 12" O.C. I ALONG WALL n(4)#6x16'-0"TOP& u RTCr� CAD I I 0 0 4 CAD 'I (10) #6 (10) #6 #4x9'-0" @ 16" o.c. TYP. ALONG GRID 13 SLAB EDGE U.N.O. BETWEEN COLUMN REINFORCING 13 0 I - co r `! N CD N N i E N c� INFILL SLAB PRUVIDE SLIP - I JOINT AROUND C\I AA (6) #6x22'-0" TOP (13) #6 LAP SPLICE AT CORE a & BOT @ 3" O.C. COLUMN REINFORCING N O D WALL (8) #6x14'-0" (2) #5x12'-0" TOP & BOT 3 o.c. N CENTERED ON IN ILL SLAB M Qr 11-1 C k L_J Q (9) #6 r (9) #6 (6) #6x22'-0" TOP & BOT @ 3" o.c. (1 CORNER REINF. @ I. REF.1/S5.12. — wiz D J 0 �U oz = W LOW @� F- a Lu -- m O ❑ 0w rLu xw d z z �m U �LU U U J 0' o cn z 0 � - W ILL.O i0 J o Lu z r w r -- c7 W z (9) #6 L oOLU (D_j �_Jo0 QWU IT #5 @ 12" o.c. I I I I (8) #6x14'-0" @3"o.c. Ll ---------------- L - - -- (3 O �p 6) #6x18'-0" Cq 3" O.C. Q LO o � r #4x10'-0" @ 16" o.c. ALONG THICKENED SLAB ZONE LEVEL 2 REINFORCING PLAN N 1/8" = 1'-0" T ■ FE O WK co O r N N r r .© NOTES: 1. REF. S002 FOR GENERAL STRUCTURAL NOTE. 2. 1 INDICATES CONCRETE WALL REF. PLAN AND ELEVATIONS. 3. REF. SHEET S401 FOR COLUMN DETAILS. 4. REF. S511 SERIES SHEETS FOR TYPICAL TWO-WAY P/T SLAB TYPICAL DETAILS. 5. REF. MECH. AND ELECT. DRAWINGS FOR PIPE AND CONDUIT LOCATIONS. 6. (X) #X INDICATES NUMBER AND SIZE OF REINFORCING. PLACE AT TOP OF SLAB U.N.O. REF. DETAIL 9/S5.10 AND 1/S5.11. 7. ALL TOP REINF. MUST EXTEND 1/3 SPAN BEYOND SUPPORT U.N.O. 8. Q PROVIDE TRIM REINF. AT SLAB OPENINGS. REF. 1/S5.12 FOR ® TYPICAL DETAILS. 9. (A) INDICATES ABOVE. 10. (B) INDICATES BELOW. 11. O INDICATES SLAB SHEAR STUD REINF. REF. S5.11 FOR TYPICAL DETAILS. 12. AT TWO-WAY SLAB: PLACE E-W TOP REINF. ABOVE N-S TOP REINF. U.N.O. AT CANTILEVERS SLAB EDGES PLACE CANTILEVER TOP BARS ABOVE BARS PARALLEL TO SLAB EDGE. AT CORNERS PLACE LONGER CANTILEVER BARS ABOVE SHORTER DIRECTION BARS. PLACE N-S BOTTOM REINF. ABOVE E-W BOTTOM REINF. 13. INDICATES POUR STRIP, REF. TYPICAL DETAILS. REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only Reference originally approved drawings. * 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com NG R A` �F WASHq Z 47422�� p0c� CTURAL ENG� ,�`v�c SS�fbN / `, CD O 0) O 0 � Z z O= Q W cn LL z O0 Uj z O J J CD�_ M O : � °' _ '4 ° 0 ti z m W it Z 04 U' Q r Q Lu cv U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 4 01.03.22 Addendum #04 D 01.11.22 Site Dev. Comments H 07.07.22 AS1002 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 2 REINFORCING PLAN CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 1 2 3 4 5 12'-55/8" 14'-41/2" 6'-2" 13'-0" iMan C 7 6 7 8 9 10 12 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" A 4 A I I 000 I I I A 1 4 1 A I I A 1 4 1 A I I A 1 4 1 A I I A 1 4 1 A I I A 1 4 1 A I LEVEL 2 FLOOR PLAN 1/8" = 1'-0" IN ❑e. ❑e. A" co m DOD 23' - 7" WaM aan Man r- 13 A FRAMING PLAN NOTES: 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL `n ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN r` RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 6 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C 1 INDICATES BEARING OR SHEAR WALL BELOW. _ _ _ _ coNt 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. C 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D _ X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR N SCHEDULE. D 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, _ DRAINS OR STEPS WITH ARCHITECT TYPICAL. N N 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. zo E 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING - PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING `� WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. co 13. REF. S7.05 FOR STAIR FRAMING PLANS. F 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. X INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. V co O N BIN W E L _© WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NGR of WASH q A` T Q A, � a 47422 �O� cTURAL CD 04 O 00 co z o P Z z O= >Q W (6 0 LL z O0 z O J J 10 � c:)_ OT -0 O 0 i O ti z m W Z N U) Q a Lu cv U REVISION DATE REASON FOR ISSUE B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 2 FLOOR PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S2.02W 1 2 3 4 5 12'-55/8" 14'-41/2" 6'-2" 13'-0" ana C u 6 7 8 9 10 12 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 000 co co cy) co co 000 I IA 1 4 1 A I II A 1 4 1 A I I A 1 4 1 A I I A 1 4 1 A I I A 1 4 1 A I LEVEL 2 FLOOR PLAN 1/8" = 1'-0" min 0 0 0 m m 0 DOD 23' - 7" BMW aam ana B r- 13 A FRAMING PLAN NOTES: 1 INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL `n ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN ti RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 6 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C 1 INDICATES BEARING OR SHEAR WALL BELOW. _ _ _ _ co 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. C 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D - X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR N SCHEDULE. D 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, _ DRAINS OR STEPS WITH ARCHITECT TYPICAL. CV N 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. E 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING - PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING `� WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. co 13. REF. S7.05 FOR STAIR FRAMING PLANS. F 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. X INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. N O N N Al co O Q0 N �IN L _© WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION ffri,& C44^ter BUILDING OFFICIAL Jan 30 2023 APPROVED DATE • • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 (D ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N N. I NG Rq A� OF WASy A,i �G, Q �� 1 ��SGCj 470 0, URA EN Lam' r� N O 00 M z V) 00 Z z O V) 0 V w o 0 z z LL 0 O 2 o Of 0 0 z Ov Lu J o O _ o0 N O o CID Z z aN Qw a REVISION DATE REASON FOR ISSUE B 12.20.21 City Comments I 12.30.22 CCD 003 REVISION Jan 09 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 2 FLOOR PLAN CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 SHEET NUMBER S2902W 1 2 3 4 5 12'-55/8" 14'-41/2" 6'-2" 13'-0" 4 S7.02 TYP. I I I I II � Q J-1 B 73T7B A 4 A 1 NI Q X N N X � -'� cy) Lq N r LO 6x6 C7 2x10 @ 16" o.c. _ II Q D-1 TYP. Q Q TYP. Q 10 S7.02 1 Q -4 M Q TYP. Em 2 S7.02 D-2 4x6 AT DOOR RECESS, TYP. TYP. N Q N x N N � J Q 2x10 @ 16" o.c. = III.......... Q B 3 B v I� Q Q co B 3 B ¢ I, TYP. 4 S7.02 J-1 m m J-1 J-1 LEVEL 3 FLOOR PLAN 1/8" = 1'-0" J-1 ;I; J-1 J-1 li J-1 m m co ch m m GL511 /2x12 J-1 11. J-1 6 7 8 9 10 12 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 2 S7.02 TYP. 2x10 @ � 12 16" O.C. GL51/2 5 m ili m S7.02 � M (y) TYP. J-1 00 J-1 J-1 co J-1 III - 7 q II S7.02 I �= TYP. - TYP. TYP. 3 4 S7.06 S7.06 GL5 1/2x 2 2x10 @ GL5 1/2x1 16" c I A 14 1 A A 4 A o©o o©0 NE! 0©0 mam L- m Q B m I J-1 J-1 2 TYP. S7.02 m m m m J-1 m J-1 Ili J-1 m J-1 Ili J-1 J-1 Ill J-1 J-1 Ill J-1 13 23' - 7" J-1 J-1 III m (y) m I )'0 �_ QO B 4 B 1 1 D-1 TYP. _ II l�i 2 c'M Q Elm MEMO Ln r` rB 4 S7.02 Ln 2 S7.02 TYP. TYP. 4 S7.02 N CD D N N E CV i co N O i N N i ■ N i J 0 K B M CD CD 11 J-1 N 2 TYP. S7.02 FRAMING PLAN NOTES 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOEDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C - - - - C INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D _ X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. X INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com NGR ZP F WASH `�q T Q "I ! �� Z 47422 'PO� 0TURAL QIYAL.. CD 0 00 O 0 � Z z OU) Q LLI (n 0 LL z O0 z O CD � c:)_ J J OT -0 o 0 i O ti z m 1"f- o w it Z N Q Q cv U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bld2021-0116 LEVEL 3 FLOOR PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 • 2x10 @ 16" o.c. 1 2 3 4 5 12'-55/8" 14'-41/2" 6'-2" 13'-0" 4 S7.02 TYP. I I I II Q I J-1 6 7 8 9 10 12 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 2 S7.02 TYP. 2x10 @ GL5 1/24 12 16" o.c. 5 m III m S7.02 � M M TYP. J-1 00 J-1 J-1 m J-1 III L 7 q C7 m III NI I B 3 B Q I A 4 A 1 I A 4 A X CV CV X M N B 2 B Iq r _ 0 6x6 = C7 - II 7:r= Q �D-1 Q TYP. B 2 B II Q Q CV CV X x V x C 04 m _j ( J D 2x10 @ 16" o.c. TYP. 4 S7.02 J-1 TYP. TYP. 3 4 S7.06 S7.06 GL5 1/2x 2 2x10 @ GL5 1/2x1 16" o.c. A 4 A J-1 1 J-1 N � a- o � A 4 A Q J-1 J-1 I J-1 Now II J-1 TYP. Q 1 10 GL6 3/4x12 m S7.02 Q I M Q SPLICE TOP SIMPSON MST148, 2 PLATES PER D_2 4x6 AT DOOR Oq CENTER ON S6.02 B 3 B T`! I RECESS, TYP. 5/S7.03 WALL, ATTACH TO 2x BLOCKING _ Q 2 �ly B3B = III I I I� Q I I co B 3 B] L- - - IM GL3 /2x12 Q Now o I I I ~ a o } m m J-1 J-1 LEVEL 3 FLOOR PLAN 1/8" = 1'-0" 2 TYP. S7.02 L- m Q B m J-1 i J-1 I I I I I I SIMPSON MST148, A CENTER ON WALL SPLICE TOP PLATES PER 15/S7.03 I A 3 A 2x8 @ 16" o.c 2 (: S7.1 TYP. I J-1 I 2x10 @ 16" o.c. 5 1/2x12 I I GL51/2x12 23' - 7" J-1 li J-1 J-1 J-1 m com J-1 III J-1 III co m m m M m I I A 4 A B 2 B I I I co+� .< CO QO� GL5 1/2x12 QO QO QO A 2 A 6x6 QO� GL5 1/2x12 I B 4 B Q J-1 C Q +ra Cp Gj` N 9 m Q QO X N Q S7.02 N N M TYP. 00 = II Q Q I I+co J-1 I I I O5 GL5 1/2x12 II II (\I v N III N N I II III I D-1 II LO D-2 II +�0.� m U) J �� TYP. TYP. _ II Q05 L51/2x12 I I /14 A 3 A _ II Q M S7.01 SIMPSON MST148, Q III CENTER ON WALL, Q TYP. ALIGN W/ NEAREST JOIST Q Nt B 3 B Q TYP. 2 I =_ I S7.02 I ¢ I r Q M III = g - B 3 B _ co SPLICE TOP PLATES PER 5/S7.03 q I B 1 3 1 B ~� SIMPSON MST148, CENTER ON WALL �A 3 AAA 3 A Imam 13 A L? I B 4 S7.02 L? 2 S7.02 TYP. TYP. e___ 4 S7.02 N -0 CD CV CV E cV co CV C) CV CV :m Off w ■ C.o �O Ci CD co K m m m m m m o J-1 m J-1 Ili J-1 m J-1 Ili J-1 m J-1 III J-1 m J-1 III J-1 J-1 ill J-1 N 2 TYP. S7.02 �m E FRAMING PLAN NOTES 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C - - - - C INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D _ X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. X INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION ffri,& C44^ter BUILDING OFFICIAL Jan 30 2023 APPROVED DATE • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N A. I NGR Ay� OF WASq �G, Q �� 00, URA L ENGa�i klo N 00 z V / O 0 � Z z OU V W c) 0 z z L.L 0 O2 LU LU Of O 0 � z O v w J ru O _ o CID o 0 o Z z w Q N Q CL REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments 1 12.30.22 CCD 003 REVISION Jan 09 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 3 FLOOR PLAN CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 SHEET NUMBER S2903 2x10 @ 16" o.c. 1 2 3 4 5 12'-55/8" 14'-41/2" 6'-2" 13'-0" 4 S7.02 TYP. I I I IBM - II Q I J-1 C* 18'-6" 23' - 3 1 /2" 2 S7.02 TYP. Q 2x10 @ GL5 1/2�12 16" o.c. 5 m III m S7.02 � m M M TYP. J-1 00 J-1 J-1 m J-1 III - 7 q c� m III NI I B 3 B Q I A 4 A 1 I A 4 A X CV CV X M LO B 2 B 6x6 = C7 - II Q Q D-1 � TYP. B 2 B II Q Q CV N X x N X � 04 M _j ( J D 2x10 @ 16" o.c. TYP. 4 S7.02 J-1 TYP. TYP. 3 4 S7.06 S7.06 GL5 1/2x12 2x10 @ GL5 1/2x1 16" o.c. A 4 A J-1 1 J-1 CV � a- A 4 A Q J-1 J-1 I J-1 II J-1 B 2 B I m - TYP. Q 10 GL6 3/4x12 no 7S7.027 I I Q co Q SPLICE TOP SIMPSON MST148, 2 PLATES PER D_2 4x6 AT DOOR Q CENTER ON S6.02 B 3 B T`! I RECESS, TYP. 5/S7.03 WALL, ATTACH TO 2x BLOCKING 2 I � � r Y. B3B = III I� Q I I I I M I I B 3 B Q a r I I II I I 2x8@16"oc LEVEL 3 FLOOR PLAN 1/8" = 1'-0" 2 TYP. S7.02 L- m Q B m J-1 J-1 I J-1 I 8 9 10 12 27' - 3 1 /2" 13'- 8 3/4" 9' - 5 3/4" J-1 II J-1 m m M co m m 2x10 @ 16" o.c. 5 1/2x12 GL5 1/2x12 J-1 J-1 m co m x I A 4 A B 2 B 1 I CD GL5 1/2x12 QO QO QO A 2 A QO)D 6x6 GL5 1/2x12 Q J-1 I M Q +� Gj` N 9 co Q QO X N Q S7.02 N LO N M TYP. 0° II Q Q J-1 I I I I II �+co � 5 GL5 1/2x12 II II II N N x X I 23' - 7" J-1 J-1 III �q) 41 QO B 14 1 B 13 A ti rB 4 M S7.02 LO TYP. 2 S7.02 TYP. N CD CV N �-CE III N � II III D-1 I - II D-2 CV I I+(b LO _j TYP. _ II QOG' L51/2x12 I TYP. I� M I A 3 A Q 2 �14 M S7.02 S7.01 SIMPSON MST148, III 24 Q TYP. CENTER ON WALL, Q TYP. ALIGN W/ NEAREST JOIST Q B 3 B Q Q � I TYP. � 2 Q III = S7.02 I Ir I ----- IF------ o-s - SIMPSON MST148, A CENTER ON WALL L Q~ GL5 1/2x12 SPLICE TOP PLATES PER 5/S7.03 Q co III B 3 B = g - 1 M SPLICE TOP PLATES PER Q -0.4 5/S7.03 q I B 3 B 2xa 2 Q SIMPSON MST148, CENTER ON WALL I A 3 A I A 3 A I I A 3 A TYP. 4 S7.02 CV O CV CV Ew w ■ CV m CD J 0 TrK m m m m m m Mo J-1 m J-1 III J-1 m J-1 III J-1 m J-1 III J-1 m J-1 III J-1 J-1 III J-1 N 2 TYP. S7.02 L FRAMING PLAN NOTES: 1 INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C - - - - 1 INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D - X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. X INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N N. I NG Rq WASH H �o s��Gcr ! L , U REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eric BUILDING OFFICIAL Jun 01 2023 APPROVED DATE N 00 z L / O 0 � Z z O V) LU ..! z z L.L 0 O2 LU p 0 z v w CSC O o o 0 CID Z � z REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments 1 12.30.22 CCD 003 24 05.12.23 AS1009 REVISION May 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 3 FLOOR PLAN CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 S28 1 2 3 4 5 12'-55/8" 14'-41/2" 6'-2" 13'-0" 4 S7.02 TYP. I I I I Q M I D-1 Q TYP. J-1 I I B 3 B I A 3 A Q N x N X N N N LO M GL5 1/2x12 2x10 @ 16" o.c. Q co Q Q M 2 B Q IB TYP. 10 I S7.02 I Q -4 M Q TYP. 2 S7.02 D-2 4x6 AT DOOR RECESS, TYP. TYP. N r N Q X x co LO (D LO (D Q 2x10 @ 16" o.c. I Q B 3 B ce) Q N B 3 B TYP. 4 S7.02 J-1 m co m J-1 J-1 LEVEL 4 FLOOR PLAN 1 /8" = 1'-0" 2 TYP. S7.02 9 10 12 27' - 3 1 /2" 13'- 8 3/4" 9' - 5 3/4" 2x10 @ 16" o.c. J-1 III J-1 0 23' - 3 1 /2" 2 S7.02 TYP. GL5 1/2 12 2x10 @ GL5 1/2 12 16" O.C. 5 m S7.02 N TYP. J-1 00 J-1 J-1 7 S7.02 TYP. I A 3 A 7 TYP. TYP. 3 4 S7.06 S7.06 GL5 1/2x12 I 2x10 @ GL5 1 2x12 16" o.c. m M I J-1 m m J-1 J-1 I J-1 N co A 3 A o©o o©0 0©0 0©0 mam m Q B M J-1 m J-1 l= m Q B CO m J-1 H J-1 l= m Q B M m J-1 H J-1 L� m co m J-1 H J-1 m ' c'M m J-1 7H J-1 I 3,0 1 QO� 23' - 7" J-1 B 3 B 13 Ln r` rB 4 co S7.02 Ln 2 S7.02 TYP. N i O CD N N 4"E D-1 I - `� CV co c'M Q r m } F- m m J-1 J-1 Elm TYP. 4 S7.02 N O i N N NMI Egg i ■ N i O J 0 4"K B M O CD I J-1 N 2 TYP. S7.02 L FRAMING PLAN NOTES: 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C - - - - C INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D _ X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEETS) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. X INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. I NG cjF WASH Rq A` T � Z A Fp 47422 �O� cTURAL (D 04 C) 00 co O 0 P Z z O= cn Q W Cn 0 LL z O0 LLI 0 3: z O 10 � c:)_ J J O -0 _ O 0 ti z m p W it Z N Q Quj (�I U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 4 FLOOR PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 1 2 3 4 5 12'-55/8" 14'-41/2" 6'-2" 13'-0" 4 S7.02 TYP. I I I I IBM- Q M I D-1 Q TYP. J-1 I I B 3 B I A 3 A I Q N X N X N N N LO c 7;7. i L Cj GL51/2x12 2x10 @ - �' 16" o.c. Q � M � Q Q co 2 B Q IB TYP. 10 I S7.02 co Q TYP. 2 S7.02 D-2 4x6 AT DOOR B 3 B �- RECESS, TYP. TYP. I N N � Qr X X LO 0 LO ( Q Now 2x10 @ 16" o.c. I Q B 3 B M I� Q Q N B 3 B Q I� TYP. 4 S7.02 J-1 m co m J-1 J-1 LEVEL 4 FLOOR PLAN 1/8" = 1'-0" 2 TYP. S7.02 0 HAM 23' - 3 1 /2" 2 S7.02 TYP. GL5 1/2> 12 2x10 @ GL5 1/2 12 16" o.c. 5 CID S7.02 N TYP. J-1 00 J-1 J-1 jif 7 S7.02 TYP. A 3 A T m (y) J-1 L9 8 9 10 28' - 6" 27' - 3 1 /2" 13'- 8 3/4" 9' - 5 3/4" 12 TYP. TYP. 3 4 S7.06 S7.06 2x10 @ 16" o.c. GL5 1 /2x12 5 1 /2x12 2x10 @ GL5 1 2x12 GL5 1/2x12 16" o.c. J-1 I J-1 J-1 m J-1 I J-1 N m J-1 I J-1 m m N m N m A 3 A I A 3 A B 2 B 1 0©0 , 0©0 0©0 0©0 0©0 �.......i..........................� �� ........................... � ........................... ...n....................... 0 ■...........ice.............. �J ........� m Q B CO J-1 mrI J-1 m Q B M m J-1 J-1 m Q B M m J-1 rl J-1 L� m co L� m J-1 J-1 L� m c'M L� m J-1 J-1 5 QO c'M Q 13 B 13 1 B D-1 TYP. 0OD o } � m m J-1 J-1 23' - 7" J-1 Elm Tana 4 S7.02 LO TYP. 2 S7.02 TYP. TYP. 4 S7.02 A, N O CD N N E CV co N O N N Ew Elm T ■ N O O c 0 B M O co I J-1 I N 2 TYP. S7.02 B L FRAMING PLAN NOTES 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOEDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C - - - - C INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D _ X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. X INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N N. I NG Rq AH� �F WAS U o L REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eric BUILDING OFFICIAL Jun 01 2023 APPROVED DATE O 00 M z Ln 0 0 � Z z O v) LU ..! z z O 2 > C) J LU Q� 0 0 O 4J LU (u O O _0 _ o 0 N CID o O o Z z aN Qw a REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments 24 05.12.23 AS1009 REVISION May 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 4 FLOOR PLAN CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 S290)41 N N n / FRAMING PLAN NOTES: 1INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS B TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C - - - - INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D - X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. D 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8, PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. E 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING N PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. M F 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 2 0 N N G T 0 J CD \4'K M CD N LEVEL 5 FLOOR PLAN 1/8" = 1'-0" L INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WAS// Rq T � Z 47422 �0 cTURAL 04 O 00 cy) co z o P Z z O= >Q W o LL z O0 z O 10 J M J o O -0 _ o 0 ti z m o w it Z N Q Q Lu cv U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 5 FLOOR PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S2.05 in n2 n5 n6 n7 n8 n10 n12 n13 12'-55/8" 14'-41/2" 6'-2" 13'-0" 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 23'-7" TYP. 4 2 TYP. 3 S7.02 4 S7.06 2x10 @ YTYP. TYP. S7.06 16" o.c. GL5 1/2x12 GL5 1/2x12 5 1/2x12 2x10 @ G 5 1 2x12 2x10 @ L5 1/2x12 GL5 In 1/2x12 16" o.c. 5 16" o.c. FF J-1 II J-1 ti m III m J-1 J-1 S7.02 m~ eJ-1 N N III TYP. I 00 I m m I I Q III J-1 J-1 J-1 III J-1 m J-1 III J-1 III - 4 D-1 r m � TYP. J-1 J-1 7 m S7.02 LO III m TYP. III IBM- = S7.02 m A 2 A - II TYP. - A 2 A - A 2 A - -_ I A 2 A B 1 B X+� 04X �� EO 04 N B 1 B A 2 A QO GL5 Q QO QO A 1 A GL5 1/2x12 I 5� :7T5 1/2x12 -Q O _ = N 0 _ (D GL51/2x12 71 r II 6 2 6 2x10 J-1 NQ o.c. = II II J-1 N Q0 Q Q Q+(b �\ g m a N QO ¢ 57.02 2 Q B 1 B N III o a TYP. m N S7.02 = Q N TYP. Q Q Q J-1 III J-1 I J-1 J-1 � J-1 II B 2 B 00 J-2 AW GL5 1/2x12 TYP. Q � N AA 10 N N S7.02 Q m X X X III `� II N +� ,� _j Fc' (D � D-2 �� TYP. N _ Q SPLICE TOP 7GL51/2x12 O I A 2 A TYP. I� M I I SIMPSON MST148, TYP. 2 Q S7.02 D-2 4x6 AT DOOR PLATES PER Q CENTER ON 14 N TYP. II RECESS, TYP. WALL, ATTACH 2 S7.01 SIMPSON MST148, 24 Q TO 2x BLOCKING TYP. S7.02 III CENTER ON WALL, Q N N Q _ TYP. ALIGN W/ NEAREST JOIST N B 2 B '7 N � 2 Q Q Q B 2 B TYP. S7.0 2x10 @ B 2 B Q 16" o.c. Q = III N N III - - Q TYP. Q r 2 N Q S7.02 0 Q , B 2 B ¢ N N III Q B 2 B I N SIMPSON MST148, SPLICE TOP N CENTER ON WALL PLATES PER Q m Q B 2 B 5/S7.03 QA I B 2 B EO G L3 1/2x12 - GL3 1/2x12 SPLICE TOP h� SIMPSON MST148, 1 NowPLAT "I PLATES PER CENTER ON WALL 3 A 2 A A 2 A A 2 A A 2 A A 2 A A 2 A TYP. 4 a ~ 4 4 } 4 S7.02 S7.02 m m TYP. m I I S7.02 I I S7.02 I I I m m m m m N m co IJ-1 J-1 m o J-1 J-1 III J-1 II J-1 J-1 III J-1 J-1 III J-1 J-1 III J-1 J-1 III J-1 J-1 II J-1 N 2 2 7.02 TYP. S7.02 LEVEL 5 FLOOR PLAN 1/8" = 1'-0" A FRAMING PLAN NOTES: 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOEDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS B TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. E - - - - INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D - X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. D 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. E 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. REF. S7.05 FOR STAIR FRAMING PLANS. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N N. I NGR AH� �F WASq REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eric BUILDING OFFICIAL Jun 01 2023 APPROVED DATE N 00 z vn 0 0 � Z z O v) 0 Vl LU ..! z LL 0 z z OC) LU 0 0 z OW O o CID o 0 Z z REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments 24 05.12.23 AS1009 REVISION May 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 5 FLOOR PLAN CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 n5 �' J n10 n12 n13 12'-55/8" 14'-41/2" 6'-2" 13'-0" 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 23'-7" TYP. 4 TYP. 3 S7.02 TYP. 2 S7.02 TYP. 4 S7.06 S7.06 2x10 @ 16" o.c. GL5 1/2x12 GL5 1/2 12 I I I I I I II II I II I I II 2x10 @ GL5 1/2 12 2x10 @ GL5 /2x1 G 5 1/2x12 I I GL5 /2x12 I G 5 1/2x12 I I GL51/2x12 `n 16"o.c. 16" o.c. I ---- --- II II II II II II I � d II II II II II R 5 m o III m J-2 J-2 I I I J-2 II J-2 Q 57.02 I IIL II II II II r III TYP. m m I I II II J-1 J-1 J-1 J-1 J-1 J-2 J-2 Q I III - 4 D-1 III II I m TYP. J-1 J-1 LL I I M S7.02 �n III Li TYP. II II - q III III IF4 II II I II II II S7.02 I I I 11�Typ- = L--------JL- --- B 1 B A 1 A I A 1 A A 1 A A 1 A I I II x N x Q i N N d II II cV (D F- �o+O O�� I +� L5 1/2x12 GL5 1 (D B 1 B A 1 A Q GL5 1/2x12 CO 0---JL------J 21 - - - - - - 6L5 1/2x12 - - N 2x10@ � � II B 1 B ri 17 N Q colcOS 16" o.c. _ QO - - m �+� 5� I I 9 co B 1 B III a -QO- - S7.02 2 S7.02 Q o ----�� N II m = TYP. 17 Q � I am Now.II Q TYP. Q J-1 J-1 J-1 � II J-2 II J-1 B 1 B III J-1 �+ ' I m Ogg GL5 1/2x12 Q GL5 1/2x12 TYP. Q X - GL5 1/2x12 10 N N N S7.02 II Q I m J-1 N Q A � - r � I I SPLICE TOP co+cO .� _j cn _ `� _ 0 CD N Q PLATES PER 5 = Q� TL51/2x12 TYP. II M 5/S7.03 - I I Q A 1 A TYP. 2 SIMPSON MST148, 14 D-2 4x6 AT DOOR Q CENTER ON 2 r S7.02 B 1 B TYP� RECESS, TYP. WALL, ATTACH TYP. S7.01 S7.02 SIMPSON MST148, Q 2x BLOCKING III Qrr N x N N = TYP. AEIGN W O EAREST x Q JOIST Q B 1 B N Q LO CJ7 L ( Q B 1 B Q r Q B 1 B 2x10 @ 16" o.c. - III TYP. r T 2 2 - p Q S7.0 J7.02 Q r NowTYP. iv Q _ o , ' B 1 B ¢ � N N _17- I ¢ r SIMPSON MST148, SPLICE TOP N Q CENTER ON WALL PLATES PER Q A 5/S7.03 QA I B 1 B Q B 1 B - - GL3 1 /2x12 I SPLICE TOP I�� GL3 1/2x1211 SIMPSON MST148, - b Now" I PLATES PER CENTER ON WALL 5/S7.03 I I I I A 1 A I A 1 A I A 1 A I A 1 A I A 1 A I I A 1 A TYP. TYP. 4 4 S7.02 � S7.02 � � m m M O I J-1 J-1CD m m m m m J-1 J-1 III J-1 III J-1 J-1 III J-1 J-1 III J-1 J-1 III J-1 J-1 I III J-1 J-1 II J-1 N I I I I I 2 TYP. 2 �12 TYP. �.O LEVEL 6 FLOOR PLAN 1/8" = 1'-0" A FRAMING PLAN NOTES: 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN B RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C _ _ _ _ 1 INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D - X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. REF. S7.05 FOR STAIR FRAMING PLANS. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG A`` ' ()F WASH Rq � _ Z 47422 �O� cTURAL E1� �� N O 00 co z o P Z z o= W (6 0 LL z O0 Z O 10 J � J c:)_ OT -0 o 0 i O ti Z m p W it Z N Q Q Lu N U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL 6 FLOOR PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S2.06 n5 n10 n12 n13 12'-55/8" 14'-41/2" 6'-2" 13'-0" 18'-6" 23'-31/2" 28'-6" 27'-31/2" 13'-83/4" 9'-53/4" 23'-7" TYP. 4 TYP. 3 S7.02 TYP. 2 S7.02 TYP. 4 S7.06 S7.06 2x10 @ 16" o.c. GL5 1/2x12 GL5 1 /2 12 2x10 @ GL5 1/2 12 2x10 @ G II 5 1/2x12 I I GL5 /2x12 G II 5 1/2x12 I I I GL51/2x12 II in GL5 NI /2x1 16" o.c. 5 16" o.c. J-2 II J-2 ~ II It II ---- II --- II m o� III m J-2 J-2 II i II Q S7.02 III I I I I I I _ III TYP. 00 - �1 II J-1 Q I 00 J-1 J-1 m J-1 J-1 III J-2 I J-2 II III 4 D-1 LS7 J-1 J-1 mM .02 L°nTYP. Li TY. ' 4 Q IIIIII I III PTYP. II II - -- B 1 B A 1 A A 1 A - A JIII - -_� I X A 1 A 1 A CN x N M x Q N M N d � II I II N I _ I CV J J g 1 g A 1 A �o+� 5� QO GL5 1/2x12 GL5 1/2x12 I GL51 II I �+ 5 L II J II C� GL51/2x12 N - - 00� II 2x10 @ 16" o.c. _ I QO Q0 �+Ogg II 6 I Q 2 B 1 B II IQ o =Q===--- � II S7.02 = N II Q II TYP. Q J-1 J-1 J-1 II J-1 II II J-2 B 1 B III J-1 �+ ' I m Ogg GL51/2x12 Q GL5 1/2x12 TYP. Q � 10 A `� N GL5 1/2x12 I I = N It GL6 3/4x12 S7.02 IT Q m J J-1 x c� AA04 �I _ SPLICE TOP co+�O .� r LID LID U) "`lGL5 2 N _ Q PLATES PER QO� 1/2x12 P. II M 5/S7.03 - I I I I I A 1 A TYP. Q r 2 D-2 4x6 AT DOOR AA SIMPSON MST148, CENTERON 2 14 S7.02 B 1 B RECESS, TYP. W ALL, ATTACH TYP. S7.02 S7.01 SIMPSON MST148, 24 ' Q � TYP III 2x BLOCKING NTERONEAREST N WALL,Q N x N = x Q TYP. AEIGN W JOIST B 1 B N N Q Q LO JU LO JU' < Q B 1 B B 1 B Q 2x10 @ 16" o.c. - III TYP. r T II - - p2 Q S7.0 p2 J7.02 Q r TYP. iv Q Q o Q B 1 B N N III Q I ¢ N SIMPSON MST148, SPLICE TOP r CENTER ON WALL PLATES PER Q m Q B 1 B 5/S7.03 QA I B 1 B EO GL3 1/2x12 - GL3 1/2x12 I SPLICE TOP ~� SIMPSON MST148, _ b momPLATES " I PER CENTER ON WALL I I I I A 1 A 5/S7.03 I A 1 A I A 1 A I A 1 A I A 1 A I I A 1 A TYP. TYP. 4"II 4 S7.02 S7.02 F m m m Q CO m Q m Q m Q m Q M m _ _ o IJ-1 J-1 m m m m m J-1 J-1 III J-1 II I J-1 J-1 III I J-1 J-1 III J-1 J-1 III J-1 J-1 I III J-1 J-1 II J-1 N I I I I 2 TYP. 2 S7.02 TYP. �.O LEVEL 6 FLOOR PLAN 1/8" = 1'-0" A FRAMING PLAN NOTES: 1. INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON 1/S7.03 AND INDICATES HOLDOWN B RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 6/S7.04. WALL STUDS TO BE 2x6 @ 16" o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x6 STUDS @ 16" o.c. ATTACH GYPSUM WALL BOARD TO STUDS WITH 6d x1 3/4" WALLBOARD NAILS @ 7" o.c. REF. 9/S7.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. C _ _ _ _ 1 INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S7.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24" WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 6. D - X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. 7. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. REF. SHEET(S) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. REF. DETAILS 12/S7.01 AND 13/S7.01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. REF. S7.05 FOR STAIR FRAMING PLANS. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. INDICATES JOIST TYPE (X) PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8" TJI 230 @ 16" o.c. MIT/DGF J-2 11 7/8" TJI 560 @ 12" o.c. MIT/DGF 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N N. I NG Rq ��P �F WASH � O v Z .7 � U REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION Eric BUILDING FFICIAL Jun 01 2023 APPROVED DATE N 00 M z Ln 0 0 � Z z O v) i� 0 l/1 LU ..! z z Oo W 0� 0 0 O v w J ru rn O _ 0 0 o 0 o Z z Q N Q w REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments 6 04.07.23 CCD 005 24 05.12.23 AS1009 REVISION May 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 LEVEL 6 FLOOR PLAN CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 S290• ROOF FRAMING PLAN NOTES 1. INDICATES ROOF RIDGE LINE. 2. INDICATES ROOF VALLEY LINE. B 3. REF. 8/S7.01 AND 5/S7.03 FOR TYPICAL TOP CHORD SPLICE. 4. D - X INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/S7.01 FOR SCHEDULE. M X PSF 5 X� INDICATES X PSF SNOW DRIFT IN ADDITION TO THE BASE SNOW LOAD `n SHOWN IN THE GENERAL NOTES. 6. ® INDICATES EXTENT OF TRUSS OVER -FRAMING TO BE PROVIDED BY TRUSS SUPPLIER. 7. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS NOT NOTED. C 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOISTS, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. N 9. E _ _ _ _ I INDICATES BEARING OR SHEAR WALL BELOW. D 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL - AND MECHANICAL DRAWINGS. N N E rYP. N co N O N N F G T 0 N J 0 K 'P. ;F M O N ROOF PLAN N 1 /8" = 1'-0" (1 L REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG WASH Rq T Q A, � � Z 47422 �O� cTURAL ASS aN A L.. N O 00 cy) co z 0 � Zz O= Q W Cn 0 LL z O0 z O J M J10 O -0 _ o 0 ti z m o w it Z N Q Q Lu N U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 ROOF PLAN GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S2.07 F. F. T) SLAB ( REF. F t = 12" fc = 6,000 PSI t = 12" f'c = 6,000 PSI t = 12" f'c = 6,000 PSI t = 12" f'c = 6,000 PSI CORE - 1 EAST ELEVATION ro--� CORE - 1 NORTH ELEVATION CORE 1 - WEST ELEVATION CORE 1 - SOUTH ELEVATION 1/4" = 1'-0" 1/4" = 1'-0" 1/4" = 1'-0" 1/4" = 1'-0" ELEVATION NOTES: 1. WALL THICKNESS AS NOTED ON ELEVATIONS. 2. REFERENCE ELEVATIONS FOR CONCRETE STRENGTH (fc). 3. LOCATE AND COORDINATE ALL CONCRETE EMBEDMENTS, SLEEVES OR PENETRATIONS PRIOR TO CASTING CONCRETE. 4. PROVIDE (2) #5 x 4'-0" DIAGONALLY AT CORNERS OF ALL OPENINGS TYP. U.N.O. 5. CONCRETE SHEAR WALLS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS). 6. CX-CBX INDICATES CONCRETE SHEAR WALL COUPLING BEAM. REF. ELEVATION FOR SIZE AND1/S5.32 FOR REINFORCING SCHEDULE. 7. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES ON 1/S530, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON SUPERIOR BAR -LOCK (ICC ESR-2495) OR TAPERLOCK COUPLERS (ICC ESR-2481) OR APPROVED EQUAL WITH A CURRENT EVALUATION REPORT. 8. ALL VERTICAL REINFORCING AND DOWEL BARS TO BE ASTM A706. 9. t INDICATES SHEAR WALL THICKNESS. 10. (X) #X INDICATES QUANTITY AND SIZE OF BOUNDARY ELEMENT REINFORCING. REF. DETAILS FOR CONFIGURATION. B.E. 11. FIELD REINFORCING IS VERTICAL REINFORCING NOT LABELED AT BOUNDARY ELEMENT REINFORCING. 12. INDICATES BOUNDARY ELEMENT ZONE. REF. DETAILS. 13. DOWELS BARS AT FOUNDATION TO MATCH VERTICAL BAR SIZE AND SPACING. '-P. REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG C)F WASH Rq A` T i Q A, � Z ��Fp 47422 �0�, cTURAL E1� ASS CD 04 O 00 cy) co z o P Z z O= >Q LLI (6 0 LL z O0 z O 10 J > J O -0 _ o 0 ti z m o w it Z N Q Q Lu cv U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 4 01.03.22 Addendum #04 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 SHEAR WALL ELEVATIONS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S3.01 L v v v '4 v D ALL SLAI REF t = 12" f'c = 6,000 PSI t = 12" f'c = 6,000 PSI t = 12" f'c = 6,000 PSI t = 12" f'c = 6,000 PSI CORE - 1 EAST ELEVATION ro_-� CORE - 1 NORTH ELEVATION CORE 1 - WEST ELEVATION CORE 1 - SOUTH ELEVATION 1/4" = 1'-0" 1/4" = 1'-0" 1/4" = 1'-0" 1/4" = 1'-0" ELEVATION NOTES: 1. WALL THICKNESS AS NOTED ON ELEVATIONS. 2. REFERENCE ELEVATIONS FOR CONCRETE STRENGTH (f'c). 3. LOCATE AND COORDINATE ALL CONCRETE EMBEDMENTS, SLEEVES OR PENETRATIONS PRIOR TO CASTING CONCRETE. 4. PROVIDE (2) #5 x 4'-0" DIAGONALLY AT CORNERS OF ALL OPENINGS TYP. U.N.O. 5. CONCRETE SHEAR WALLS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS). 6. CX-CBX INDICATES CONCRETE SHEAR WALL COUPLING BEAM. REF. ELEVATION FOR SIZE AND1/S5.32 FOR REINFORCING SCHEDULE. 7. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES ON 1/S530, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON SUPERIOR BAR -LOCK (ICC ESR-2495) OR TAPERLOCK COUPLERS (ICC ESR-2481) OR APPROVED EQUAL WITH A CURRENT EVALUATION REPORT. 8. ALL VERTICAL REINFORCING AND DOWEL BARS TO BE ASTM A706. 9. t INDICATES SHEAR WALL THICKNESS. 10. (X) #X INDICATES QUANTITY AND SIZE OF BOUNDARY ELEMENT REINFORCING. REF. DETAILS FOR CONFIGURATION. B.E. 11. FIELD REINFORCING IS VERTICAL REINFORCING NOT LABELED AT BOUNDARY ELEMENT REINFORCING. 12. INDICATES BOUNDARY ELEMENT ZONE. REF. DETAILS. 13. DOWELS BARS AT FOUNDATION TO MATCH VERTICAL BAR SIZE AND SPACING. REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A` T C)F WASH i � Z P]�GCT 47422 O� ORAL ENS ASS ONAL ENG CD 04 O 00 CY) 0 o P Z z O� >Q LLI U 0 LL z O0 z O 10 J > J O -0 _ 0 0 ti z m o w it Z N Q Q LU cal U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 4 01.03.22 Addendum #04 G 06.22.22 AS1001 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 SHEAR WALL ELEVATIONS CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 T` LEVEL 2 t = 12" fc = 6,000 PSI CORE 2 - EAST ELEVATION 1/4" = 1'-0" #4 C E.F. T #4 C E.F. ELEVATION NOTES: t = 12" fc = 6,000 PSI CORE 2 - WEST ELEVATION 1/4" = 1'-0" 1. WALL THICKNESS AS NOTED ON ELEVATIONS. 2. REFERENCE ELEVATIONS FOR CONCRETE STRENGTH (fc). 3. LOCATE AND COORDINATE ALL CONCRETE EMBEDMENTS, SLEEVES OR PENETRATIONS PRIOR TO CASTING CONCRETE. 4. PROVIDE (2) #5 x 4'-0" DIAGONALLY AT CORNERS OF ALL OPENINGS TYP. U.N.O. 5. CONCRETE SHEAR WALLS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS). 6. CX-CBX INDICATES CONCRETE SHEAR WALL COUPLING BEAM. REF. ELEVATION FOR SIZE AND1/S5.32 FOR REINFORCING SCHEDULE. 7. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES ON 1/S530, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON SUPERIOR BAR -LOCK (ICC ESR-2495) OR TAPERLOCK COUPLERS (ICC ESR-2481) OR APPROVED EQUAL WITH A CURRENT EVALUATION REPORT. 8. ALL VERTICAL REINFORCING AND DOWEL BARS TO BE ASTM A706. 9. t INDICATES SHEAR WALL THICKNESS. 10. (X) #X INDICATES QUANTITY AND SIZE OF BOUNDARY ELEMENT REINFORCING. REF. DETAILS FOR CONFIGURATION. B.E. 11. FIELD REINFORCING IS VERTICAL REINFORCING NOT LABELED AT BOUNDARY ELEMENT REINFORCING. 12. INDICATES BOUNDARY ELEMENT ZONE. REF. DETAILS. 13. DOWELS BARS AT FOUNDATION TO MATCH VERTICAL BAR SIZE AND SPACING. _2 9„ t = 12" fc = 6,000 PSI CORE 2 - SOUTH ELEVATION 1/4" = 1'-0" t = 12" fc = 6,000 PSI CORE - 2 NORTH ELEVATION 1/4" = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG C)F WASH Rq A` T i Q A, � Z ��Fp 47422 �0�, cTURAL E1� �SS�l�?VAL c� 04 O 00 cy) co z 0 � Z z O= >Q W (6 0 LL z O0 Z O 10 J M J c:)_ OT -0 0 ti Z m p W Z N Q Q Lu cv U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 SHEAR WALL ELEVATIONS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S3.02 c L v 0 D v v v 'v v D t = 12" fc = 6,000 PSI CORE 2 - EAST ELEVATION 1/4" = 1'-0" E h E ELEVATION NOTES: t = 12" fc = 6,000 PSI CORE 2 - WEST ELEVATION 1/4" = 1'-0" 1. WALL THICKNESS AS NOTED ON ELEVATIONS. 2. REFERENCE ELEVATIONS FOR CONCRETE STRENGTH (f'c). 3. LOCATE AND COORDINATE ALL CONCRETE EMBEDMENTS, SLEEVES OR PENETRATIONS PRIOR TO CASTING CONCRETE. 4. PROVIDE (2) #5 x 4'-0" DIAGONALLY AT CORNERS OF ALL OPENINGS TYP. U.N.O. 5. CONCRETE SHEAR WALLS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS). 6. CX-CBX INDICATES CONCRETE SHEAR WALL COUPLING BEAM. REF. ELEVATION FOR SIZE AND1/S5.32 FOR REINFORCING SCHEDULE. 7. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES ON 1/S530, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON SUPERIOR BAR -LOCK (ICC ESR-2495) OR TAPERLOCK COUPLERS (ICC ESR-2481) OR APPROVED EQUAL WITH A CURRENT EVALUATION REPORT. 8. ALL VERTICAL REINFORCING AND DOWEL BARS TO BE ASTM A706. 9. t INDICATES SHEAR WALL THICKNESS. 10. (X) #X INDICATES QUANTITY AND SIZE OF BOUNDARY ELEMENT REINFORCING. REF. DETAILS FOR CONFIGURATION. B.E. 11. FIELD REINFORCING IS VERTICAL REINFORCING NOT LABELED AT BOUNDARY ELEMENT REINFORCING. 12. INDICATES BOUNDARY ELEMENT ZONE. REF. DETAILS. 13. DOWELS BARS AT FOUNDATION TO MATCH VERTICAL BAR SIZE AND SPACING. _2 91, 0 t = 12" fc = 6,000 PSI CORE 2 - SOUTH ELEVATION 1/4" = 1'-0" t = 12" fc = 6,000 PSI CORE - 2 NORTH ELEVATION 1/4" = 1'-0" REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A` �F WASH i T � Z P]�GCT 47422 G�� 0 URAL EN S -- �SS1ONAL ENG c� 04 O 00 CY) co z 0 � Z z O= >Q W (6 0 LL z O0 Z O J J 10 � C:)_ OT -0 0 ti Z m p W Z N Q Q LU cv U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 B 12.20.21 City Comments G 06.22.22 AS1001 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 SHEAR WALL ELEVATIONS CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 :VEL 2 16'-9" :VEL 1 D2' - 9" 'EL P1 D1'-0" t = 12" f'c = 6,000 PSI CORE 3 - EAST ELEVATION 1/4" = 1'-0" ELEVATION NOTES: 1. WALL THICKNESS AS NOTED ON ELEVATIONS. t = 12" f'c = 6,000 PSI CORE 3 - NORTH ELEVATION 1/4" = 1'-0" 2. REFERENCE ELEVATIONS FOR CONCRETE STRENGTH (fc). 3. LOCATE AND COORDINATE ALL CONCRETE EMBEDMENTS, SLEEVES OR PENETRATIONS PRIOR TO CASTING CONCRETE. 4. PROVIDE (2) #5 x 4'-0" DIAGONALLY AT CORNERS OF ALL OPENINGS TYP. U.N.O. 5. CONCRETE SHEAR WALLS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS). 6. CX-CBX INDICATES CONCRETE SHEAR WALL COUPLING BEAM. REF. ELEVATION FOR SIZE AND1/S5.32 FOR REINFORCING SCHEDULE. 7. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES ON 1/S530, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON SUPERIOR BAR -LOCK (ICC ESR-2495) OR TAPERLOCK COUPLERS (ICC ESR-2481) OR APPROVED EQUAL WITH A CURRENT EVALUATION REPORT. 8. ALL VERTICAL REINFORCING AND DOWEL BARS TO BE ASTM A706. 9. t INDICATES SHEAR WALL THICKNESS. 10. (X) #X INDICATES QUANTITY AND SIZE OF BOUNDARY ELEMENT REINFORCING. REF. DETAILS FOR CONFIGURATION. B.E. 11. FIELD REINFORCING IS VERTICAL REINFORCING NOT LABELED AT BOUNDARY ELEMENT REINFORCING. 12. INDICATES BOUNDARY ELEMENT ZONE. REF. DETAILS. 13. DOWELS BARS AT FOUNDATION TO MATCH VERTICAL BAR SIZE AND SPACING. H J 4111 4n n/AO 5' - 1 3/8" 5' - 9 3/8" LEVEL 2 116' - 9" #4 @ 8" o.c. E M O co O I M ui co U) co U � LU O N LL W 1 S5.31 LEVEL 1 102' - 9" 1 #4 @ 12" o.c. S5.31 M O co LL uj (o CD M LL U M O7 W O N W LEVEL P1 � 91'-0" I t = 12" f'c = 6,000 PSI F. =.F. CORE 3 - WEST ELEVATION 1/4" = 1'-0" VAULT SLAB ON GRADE REF. PLAN BASEMEN fc = 6,000 PSI CORE 3 - SOUTH ELEVATION 1/4" = 1'-0" t = 12" fc = 6,000 PSI SHEAR WALL 4 1/4" = 1'-0" r )M REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG C)F WASH Rq A` T i Q A, � Z 47422 �O� cTURAL c� 04 O 00 cy) co z 0 � Z z O= >Q W (6 0 LL z O0 Z O 10 J m J c:)_ OT -0 o O 0 ti Z m p W Z N Q Q Lu cv U REVISION DATE REASON FOR ISSUE B 12.20.21 City Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 SHEAR WALL ELEVATIONS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S3.03 L r v v v 'v v D t = 12" f'c = 6,000 PSI CORE 3 - EAST ELEVATION 1/4" = 1'-0" ELEVATION NOTES: 1. WALL THICKNESS AS NOTED ON ELEVATIONS. 2. REFERENCE ELEVATIONS FOR CONCRETE STRENGTH (f'c). t = 12" f'c = 6,000 PSI CORE 3 - NORTH ELEVATION 1/4" = 1'-0" 3. LOCATE AND COORDINATE ALL CONCRETE EMBEDMENTS, SLEEVES OR PENETRATIONS PRIOR TO CASTING CONCRETE. 4. PROVIDE (2) #5 x 4'-0" DIAGONALLY AT CORNERS OF ALL OPENINGS TYP. U.N.O. 5. CONCRETE SHEAR WALLS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS). 6. CX-CBX INDICATES CONCRETE SHEAR WALL COUPLING BEAM. REF. ELEVATION FOR SIZE AND1/S5.32 FOR REINFORCING SCHEDULE. 7. LAP ALL REINFORCING BARS PER THE TYPICAL LAP SPLICE LENGTH SCHEDULES ON 1/S530, EXCEPT AS NOTED ON DRAWINGS. USE LAP LENGTH FOR SMALLER BAR WHEN SPLICING DIFFERENT BAR SIZES. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON SUPERIOR BAR -LOCK (ICC ESR-2495) OR TAPERLOCK COUPLERS (ICC ESR-2481) OR APPROVED EQUAL WITH A CURRENT EVALUATION REPORT. 8. ALL VERTICAL REINFORCING AND DOWEL BARS TO BE ASTM A706. 9. t INDICATES SHEAR WALL THICKNESS. 10. (X) #X INDICATES QUANTITY AND SIZE OF BOUNDARY ELEMENT REINFORCING. REF. DETAILS FOR CONFIGURATION. B.E. 11. FIELD REINFORCING IS VERTICAL REINFORCING NOT LABELED AT BOUNDARY ELEMENT REINFORCING. 12. INDICATES BOUNDARY ELEMENT ZONE. REF. DETAILS. 13. DOWELS BARS AT FOUNDATION TO MATCH VERTICAL BAR SIZE AND SPACING. .F. E.F. t = 12" f'c = 6,000 PSI CORE 3 - WEST ELEVATION 1/4" = 1'-0" VAULT SLAB ON GRADE REF. PLAN BASEMENT' fc = 6,000 PSI CORE 3 - SOUTH ELEVATION 1/4" = 1'-0" t = 12" fc = 6,000 PSI SHEAR WALL 4 T REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG Rq A` �F WASH i T � Z P]�GCT 47422 G�� 0 URAL EN S -- �SS1ONAL ENG c� 04 O 00 CY) co z 0 � Z z O= >Q W (6 0 LL z O0 Z O 10 J m J C:)_ OT -0 o O 0 ti Z m p W Z N Q Q LU cv U REVISION DATE REASON FOR ISSUE B 12.20.21 City Comments G 06.22.22 AS1001 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 SHEAR WALL ELEVATIONS CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 MAT SLAB AT CORE 3 1 /4" = 1'-0" MAT SLAB AT ELEVATOR CORE 2 3/16" = 1'-0" 1 2 12'- 5 5/8" 14' - 4 1 /2" 3 1'- 7 1/2" 4' I I BOTTOM BAR #9 @ 12" o.c. E/W #9 @ 12" o.c. N/S w/ STD. HOOK AT ENDS 0 EL. 89' - 2 3/4" TOP OF FOOTING a •° � 'dam ^ _ a- - _° d - - - p d aa a °" TYP. I I 2 '=d ;t S5.30 6'-0" a • _ _, ,. 4- mod- - . ,. _�-, .Q�a,- TOP BAR #8 @ 12" o.c. E/W ti #8 @ 12" o.c. N/S w/ STD. HOOK AT ENDS 2'-9" THICK MAT SLAB ,d 8'-0" 2'-9" THICK MAT SLAB #6 @ 12" o.c. (T) #6 @ 12" o.c. (B) #8 @ 6" o.c. (T) #9 @ 6" o.c. (B) 4, - MAT SLAB AT WEST STAIR CORE 1 1 /4" = 1'-0" N CD CD M 0 N H J K L REVIEWED February 22, 2022 Reviewed by: DBeck IIIBECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T � Z ��Fp 47422 �Ox 0TURAL E1N ASS aN A L " CD 04 O 00 cy) co z 0 � Z z O= � Q L LI u6 0 LL z O0 z O 10 J > J O -0 _ o 0 ti z m o w it Z N Q QLu cv U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 LEVEL P1 PARTIAL PLANS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 SHEET NUMBER S3.04 COLUMN REF. PLAT #4 @ 12" O.C. W/ STD. HOOKS BASEMENT WALL REF. PLAN CONCRETE COLUMN SCHEDULE COLUMN MARK C-1 C-2 C-3 C-4 C-5 C-6 FLOOR LEVEL 2, EL. REF. PLAN COLUMN TYPE C B B B A B COLUMN SIZE 22" 14"x24" 4Q 14"x22" 14"x20" 4Q 14"x20" 14"x26" SPLICE LOCATION MID -HEIGHT BOTTOM 00 BOTTOM BOTTOM BOTTOM *k BOTTOM 0 0 4t C"i o TIES "REGION 1" #4 @ 4" o.c. Q" 4 #4 @ 8" o.c. #4 @ 8" o.c. #4 @ 8" o.c. �E #4 @ 8" o.c. #4 @ 8" o.c. TIES "REGION 2" #4 @ 3" o.c. #4 @ 4" o.c. #4 @ 4" o.c. #4 @ 4" o.c. #4 @ 4" o.c. #4 @ 4" o.c. f'c (PSI) 7,000 7,000 7,000 7,000 7,000 7,000 LEVEL 1, EL. REF. PLAN COLUMN TYPE B � B 00 B B A M B � COLUMN SIZE 14"x26" 0 it 14"x24" b ,. 14"x22" 0 14"x20" b .. 14"x20" C\j 14"x26" o SPLICE LOCATION BOTTOM BOTTOM BOTTOM BOTTOM BOTTOM BOTTOM TIES "REGION 1" #4 @ 8" o.c. #4 @ 8" o.c. #4 @ 8" o.c. #4 @ 8" o.c. #4 @ 8" o.c. #4 @ 8" o.c. TIES "REGION 2" #4 @ 4" o.c. #4 @ 4" o.c. #4 @ 4" o.c. #4 @ 4" o.c. #4 @ 4" o.c. #4 @ 4" o.c. f'c (PSI) 7,000 7,000 7,000 7,000 7,000 7,000 LEVEL 1 P1, EL. REF. PLAN NOTES: 1. REF. 6/S4.01 FOR TYP. CONCRETE COLUMN ELEVATION. COLUMN REF. PLAN 1 112" 2. REF. 2/S4.01 FOR COLUMN TYPE SECTIONS. #4 @ 12" O.C. W/ STD. HOOKS BASE_--- , WALL REF. PLAN COLUMN AT CONCRETE WALL 1" - 1'-0" c f S C s 3. REF. 4/S4.01 FOR COLUMN DETAIL AT SLAB. 4. FOR LAP SPLICE LENGTHS REF. SCHEDULE ON GENERAL STRUCTURAL NOTES SHEET S0.02. 5. AT CONTRACTOR'S OPTION CONTINUOUS BARS MAY BE USED IN LIEU OF SPLICES SHOWN AT EQUAL SIZE COLUMNS. 5. AT CONTRACTOR'S OPTION CONTINUOUS BARS MAY BE USED IN LIEU OF SPLICES SHOWN AT EQUAL SIZE COLUMNS. 6. HOOK BARS AT 6" BELOW TOP OF UPPER LEVEL 1 SLAB AT SIM. 7. HOOK BARS TO MATCH COLUMN VERT'S U.N.O. CONCRETE NON -FRAME COLUMN SCHEDULE 1 If - 1'-0" 1. FOR EACH STORY OF COLUMN, LoX SHALL BE MEASURED FROM THE TOP OF SLAB AND FROM THE BOTTOM OF THE LOWEST IN FRAMING BEAM OR SLAB SOFFIT. LoX SHALL BE THE GREATER OF: A) MAX. CROSS -SECTIONAL COLUMN DIMENSION B) hnx/6 C) 18" 2. AT CIRCULAR COLUMNS, REF. 3/S4.01 FOR ADDITIONAL INFORMATION. FLAT PLATE CONCRETE COLUMN ELEVATION N.T.S. CL OF COLUMN COLUMN VERT. — REINFORCING LAP AS REQ'D. REF. SCHEDULE AND ELEVATION MIN. (2) BARS THRU COLUMN BETWEEN VERTICAL REINF. TOP AND BOT. EACH DIRECTION ---�A O Q XOU) 2i<O 00E— c i LU —i z0 WU BOTTOM REINF. REF. PLAN TOP REINF. AT COLUMN REF. PLAN CONCRETE SLAB OR BEAM REF. PLAN - N —I 'U HOOK VERT. REINF. AT DISCONTINUOUS COLUMN CONTINUE COLUMN TIES THROUGH SLAB DEPTH WHEN A COLUMN FACE IS WITHIN V-0" OF A SLAB EDGE OR SLAB STEP SPLICE CONT. BOTTOM REINF. AT COLUMN CONCRETE COLUMN REF. PLAN TYP. COLUMN DETAIL AT SLABS 1 If - 1'-0" EXTEND INTERIOF REINF. OF CIRCUL COL. THROUGH S1 AND LAP w/ RECTANGULAR COL. REINF, (6) LOCATIONS ►e CIRCULAR COL. ABOVE SPIRAL TIE RECTANGULAR COL. BELOW EXTEND INTERIOR REINFORCEMENT THROUGH SLAB AND LAP w/ ADJACENT VERT. REINF. OF CIRCULAR COL., (6) LOCATIONS CIRCULAR TO RECTANGULAR COLUMN TRANSITION 1 If = 1 '-0" "DEPTH" TYPE "A" "DEPTH" HALF OF SPECIFIED BARS PER SIDE REF. SCHEDULE TVn= ��o�� "DIAMETER" SPIRAL TIES LONGITUDINF REINFORCEM TVI']C n/►n NOTES 1. REF. CONCRETE COLUMN SCHEDULE FOR COLUMN DIMENSIONS, TIE SIZE AND SPACING AND LONGITUDINAL REINFORCING. LONGITUDINAL BARS ARE TO BE EQUALLY SPACED. 2. • INDICATES LONGITUDINAL REINFORCING ABOVE. 3. O INDICATES LONGITUDINAL REINFORCING OR COLUMN DOWELS BELOW. TYP. COLUMN TYPES 1 If = 1'-0" SPLICE SPIRA' BARS 48 db (1, MIN.) TYP. REF. 2/S4.01 w W J = U_ J p U W W d = _U) U �a- U) 2i Q Li W CIRCULAR CO COLUMN REF. EXTEND COLL VERTS. ABOVI BELOW REF. NOTE: REF. COLUMN SCHEDULE FC INFORMATION NOTED. H CLOSED TIES H CLOSED TIES SPLICE WHERE OCCURS REF. ELEVATION :L OF SPLICE ;EF. 6/S4.01 LOOK DIS-CONTINUOUS TARS AT BOTTOM OF ;LAB/BEAM 'OP OF SLAB :L. REF. PLAN 'ROVIDE A 1 1/2 ADDITIONAL ;PIRAL TURNS AT :NDS OF SPIRAL )NITS w/ ENDS 'URNED IN TYP. ,EF. 2/S4.01 CIRCULAR COLUMN ELEVATION 1 If = 1 '-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N N. I NGR `ZP �3F WAS& 9 T � Z 47422 POD, TURAL FSS7 A N O 00 O-) O I— Z z O = Q W U 0 LL z O0 z O J > J O -0 0 0 0 z m o w Z c:) � Q Q ui N U REVISION DATE REASON FOR ISSUE 4 01.03.22 Addendum #04 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 TYPICAL CONCRETE COLUMN SCHEDULE AND DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 VERT. WALL REINF. HORIZ WALL REINF. COLUMN REINF. REF. COLUMN SCHEDULE SECTION A -A PLAZA P/T SLAB REF. PLAN #5 @ 12" #5@9"o.c. o.c. AT SIM. A NOTES: 1. CONTRACTOR'S OPTION, STEP UP FOOTING BETWEEN COLUMN FOOTINGS PER DETAIL 11/S5.01. 2. WALL FOOTING THICKNESS TO MATCH COLUMN FOOTING WHERE OVERLAPPING BASEMENT SLAB REF. PLAN 3/4 CLR. W DOWELS TO MATCH __)) U SLAB REINF. J d } BASEMENT Q EL. REF. PLANS -' TOP OF FOOTING EL. REF. PLANS • CONT. KEYWAY • - Z � � � I I FOOTING REINF. REF. FOOTING SCHEDULE `\ Z L ifl Oz N LL d r W U> i� I L - - - - rn=1 rT=r L�� ELEVATION TO REF. PLAN NOTE: REF. 10/S5.01 FOR CALLOUTS IN COMMON. PILASTER DETAIL AT BASEMENT EL. REF. PLANS p 12" o.c. WATERPROOFING REF. ARCH. I I #5 CONT. @ 18" o.c. I I I I I I W I U 1 1 1/2" co 1 CLR I J I I o I � I I 1 • I I I #6 @ 12" o.c. 00, I • 1 I I I I I I 1 FORMSAVER AT 1 CONTRACTOR'S I 1 OPTION I I 1 (3) #5 CONT. J, I I I i— APPROVED SUBGRADE MATCH BOTTOM 2'- 0" TO ACHIEVE BEARING OF ADJACENT PRESSURE LISTED IN FOOTING, THE GENERAL REF. NOTE 1 STRUCTURAL NOTES OVER EXCAVATE AND BACKFILL AS DIRECTED BY THE PROJECT GEOTECHNICAL ENGINEER BASEMENT WALL DETAIL % 1 " = 1'-0" NOTE: ADJACENT STEPS TO BE THE GREATER OF 3'-6" AND 2x"T" MINIMUM SPACING. PROVIDE MULTIPLE STEPS AS REQUIRED FOR SPECIFIED ELEVATIONS CHANGES. (2) #4x3'-0" TRIM BARS IN WALL PROVIDE EACH SIDE OF WALL AT (2) LAYERS REINFORCEMENT STEP LOCATION REF. PLAN TOP OF CONCRETE / FOOTING TYP. U.N.O. (8) #11 x CONT. TOP I HOOK AT 6" CLR FROM FAR END OF iv FOOTINGS, EACH END #4 TIE SET @ 12" o.c. c.,)_j} _ —_ • I • • FIRST AND LAST U F- I WITHIN 3" OF FACE • L OF FOOTING,TYP. 1 I II I II I III II 1 II II II I= Z TO MATCH •41 • (4) #9 x CONT. BOT. LONGITUDINAL 3'- 0" EXTEND 36" MIN REINFORCING T - 1= 1 I 1=1 I I INTO FOOTING, LAP EACH END M U >- EACH END REF. LAP SPLICE MIN. SCHEDULE TYP. STEPPED GRADE BEAM � WALL FOOTING DETAIL CONCRETE WALL ABOVE REINFORCING NOT SHOWN o Q N � TOP OF FOOTING zw ~ Y � 00- = EL. REF. PLAN REF. COLUMN SCHEDULE FOI REINFORCING CL OF CONC. COLUMN AND FOOTING WIDTH SECTION A -A KEYED JOINT (AT SLAB MID -DEPTH) PAINT w/ CURING COMPOUND AS T/10 4" TYP. BOTH (3/4" MIN.) SIDES OF JOINT 7 �z �z BOND BREAK C z BEFORE ADJACENT J SLAB IS PLACED = Li - , o-o o-o o. °o o 00 0,-0.0 o-D oo °o O o 0 0 0 0 O o O o° EXTEND 50% OF ° o 0 c 0 0 ° O o ° o 0 0a0°oBARS o 0° 0° 0° 0\-0 ACROSS ° 0� 0 0� 0° ° 0�JOINTS 00 ° 0 0000000°o0° ° 0 0° 0° 0 0° 11'1,1 1�1 I i'=`1 1�111�1 11�1 1 1=1 � 1V:3H rE III — III— IIIREF. 1/S5.01 FOR UNDER SLAB z W PREPARATION J KEYED JOINT REQUIREMENTS ISOLATION JOINT w/ JOINT FILLER 8 S5.01 SLAB ON GRADE REF. 1/S5.01 FOR REF. PLAN UNDER SLAB REQUIREMENTS 00 0000 °o °o o 00 ° 0 00 ° 0 A o 000 00 0° 0 0° TOP BARS RS A ° 0 o 0 o 0 0 WHERE OCCURS REF. SCHEDULE 1 3" CLR. U APPROVED SUBGRADE TYP. TO ACHIEVE BEARING PRESSURE LISTED IN NOTE: THE GENERAL REF. FOOTING SCHEDULE STRUCTURAL NOTES 6/S5.01 FOR DIMENSIONS OVER EXCAVATE AND AND REINFORCING. BACKFILL AS DIRECTED BY THE PROJECT GEOTECHNICAL ENGINEER FOOTING DETAIL AT CONC. COL. CO REI SLY CO 1 If — 1'-0" ISOLATION JOINT AT COLUMN NOTE: REF. 1/S5.01 FOR ADDITIONAL INFORMATION. CONSTRUCTION JOINTS AT SLAB ON GRADE 1 " = V-0" SLAB ON GRADE REF. PLAN TYP. REF. 1/S5.01 FOR UNDER SLAB REQUIREMENTS TYP. o It -0-0--v ° o o n ° 0 0 0 0 0 0 1 ° 0 0n . 0 0°0 000 000 0 6 0 ° 0 00 ° 0 00 ° 0 00 ° 0 LAP SPLICE REF. LSTRUCTURAL VOTES STEP 4" TO 1'-0" SLAB ON GRADE REF. PLAN � z W J ° o ° ° 0 ° ° 0 ° ° ° ° 0 ° 2 0 o o 0 0 0 0 0 ° o o 0 ° u o 0 0 ° o U 0 00 ° 0 00 ° 0 0° 0 ° 0 0c 0 0 0 0 0 LL W ° o 0° 0 0° 0 ° o 0 o 0 W 0 0 00 ° o 00 ° o 00 ° o ° o ° o° 0 ° 00 0 0° 0 ° 0 00 0 0° 0 0"n o o n �1I�l0:::11ilaI�Ei 101,l1 II11II°1�III��1I- SANDY GRAVEL OR CRUSHED VAPOR BARRIER ROCK, OR OTHER APPROVED OPEN -GRADED BASE COURSE. INCREASE THICKNESS OF BASE LEVELING COURSE COURSE AS REQUIRED BY OF FINE GRAINED GEOTECHNICAL ENGINEER. AGGREGATE COMPACT TO100% #5% OF STANDARD PROCTOR MAXIMUM UNDISTURBED SOIL DENSITY PER ASTM [D698] [D1557] NOTE: REF. 2/S5.01 FOR ADDITIONAL INFORMATION. UNDER SLAB PREPARATION AT SLAB ON GRADE 1 " = V-0" CONTROL JOINT OF CONSTRUCTION JOINT CL OF COLUMN SLAB ON GRADE REF. PLAN CL OF COLUMN REPRESENTATIVE COLUMN AND/OR BLOCKOUT REF. PLAN FOR ACTUAL CONDITION NOTES: 1. REF. PLAN FOR SLAB ON GRADE THICKNESS AND REINFORCEMENT. 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING JOINT LAYOUT FOR REVIEW AND APPROVAL BY ARCHITECT AND STRUCTURAL ENGINEER. 3. PROVIDE JOINTS ON ALL COLUMN LINES AND AT A MAXIMUM SPACING OF 30x THE SLAB THICKNESS EACH WAY BETWEEN COLUMN LINES. PROVIDE JOINT AT ALL RE-ENTRANT CORNERS. 4. SAWED JOINTS SHALL BE MADE AS SOON AS THE JOINT CAN BE CUT WITHOUT EDGES RAVELING AND WITHIN 12 HOURS OF SLAB PLACEMENT. JOINTS AT SLAB ON GRADE 4" TYP. BOTH SIDES OF JOINT 1/8" SAWCUT FILL w/ 1/8" T/4 FOR WET CUT SAW JOINT SEALER TYP. 1" TO 1 1/2" FOR EARLY -ENTRY SAW z Q J • LL Lu O ° o ° o 0 0 0 ° 0 0p ° 0 00 ° 0 00 ° 0 00 ° 0 00 ° ° 0 0 0 ° 0 0 0 ° o 0 0 ° o 0 0 00 ° 0 0 0 ° 0 0 0 ° 0 0 0 ° 0 0 0 ° o 0 00 ° 0 00 ° 0 00 ° o 00 ° 0 00 ° 0 00 ° 0 00 ° 0 00 ° 0 0� O 00 ° 0 00 ° 0 00 00 ° 0 00 ° 0 00 ° 00 ° 0 00 ° o - 0 0 ° 0 00 ° 0 0 o a o ° O o ° 0 ° ° O ° 0 ° ° O ° ° c 00 ° 0 00 ° 0 .0 '0 ° 0 00° O o 0 0 0 o O O O 0 ° BARS TO MATCH o o 0 �_° 0 n 0 n J �_� �_� �_� °I SLAB REINFORCING —III III III —I —I I—III—I-1 1 TYP. REF. 1/S5.01 FOR ° O 0 O o SAW CUT JOINT UNDER SLAB 00 0 00 0 00 0 00 6" PREPARATION REQUIREMENTS STEP 1 -0„ TO 4, -0„ NOTE: w/ REF. 2/S5.01 FOR ADDITIONAL INFORMATION. TYP. STEP IN SLAB ON 1 " — 1'-0" � 1/2" — 1'-0" 1 if — 1'-0" 1 " — V-0" WIDTH OF CONTINUE VERT. REINF. OF COLUMN ABOVETHROUGH WALL ."�1P, REF COLUMN SCHEDULE #5 @ 12" o.c. VERT TYP. EACH FACE #4 HORIZONTAL @ 16" o.c. EACH FACE MAT SLAB COL. TRANSITION TO WALL DETAIL �_SEC_TION AT WATER VAULT 1 " = 1'-0" 3/4" = 1'-0" P/T SL REF. F REINF FINISI- APPLY BUILDI APPR( 2'-6" #4 �0 @ 18" o.c. cN POUR ZONE CONT. OVER TOP OF WALL CAST 60 DAYS AFTER STRESSING SLAB #5 CONT. BASEMENT WALL REF. PLAN P/T SLAB AT BASEMENT WALL 1 if = 1'-0" GRADE DETAILS CONTROL JOINTS IN SLAB ON GRADE 1 " = V-0" FOOTING SCHEDULE MARK SIZE LENGTHxWIDTH "T" REINFORCING A 5'-0" SQUARE 1'-6" (5) #7 EACH WAY BOTTOM B 12'-0" SQUARE 2'-6" (13) #8 EACH WAY BOTTOM C 1 V-0" SQUARE 2'-6" (11) #8 EACH WAY BOTTOM D 8'-0" SQUARE 2'-0" (8) #7 EACH WAY BOTTOM E TRIANGULAR 2'-6" TOP AND BOTTOM BARS = #7 @ 10" o.c. EACH WAY F T-0" x 1 V-0" 2'-6" AA (12) #8 "A" BARS AND (8) #8 "B" BARS BOTTOM G 5'-0" x 10'-0" 2'-6" (9) #8 "A" BARS AND (5) #8 "B" BARS BOTTOM B BARS U) Q m Q RECTANGULAR BAR DIAGRAM TRIANGULAR BAR DIAGRAM NOTES: 1. EQUAL SPACE ALL BARS U.N.O. 2. SEE BAR DIAGRAMS AT RECTANGULAR AND TRIANGULAR FOOTINGS. TYP. FOOTING SCHEDULE 1 " = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG R9 `ZP �F WAS& T °� lco C Z ° �TF(0 47422 POD TURAL FSS 7 A Q0 N O 00 O-) O Z z O= M Q W U 0 LL Z O0 Lu Z O J � J O -0 _ 0 0 ti Z m p W Z CD CO N U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 D 01.11.22 Site Dev. Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 TYPICAL SLAB ON GRADE DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 VAULT SUMP PIT BAR EA. FAC SPACING TC WALL REINF TYP CONCRETE WALL JOG BASEMENT WALL REF.10/S5.01 FOOTING STEPS BEYOND WATER STOP TYP. FOOTING REINF. REF. 10/S5.01 WALL REF. PLAN SLAB( TYP. DOWE AND SI MATCF ALTER DIREC RAMP STEP IN BASEMENT RAMP END DETAIL 1 1/2" = 1'-0" #4 CONT. CORE WA FOOTING VAULT SLAB AT CORE WALL FOOTING TYP. WALL CORNERS 1 " = 1'-0" TING FONT. NOTCH SLAB TO MAINTAIN MINIMUM RAMP THICKNESS CONT. SLAB REINF BELOW NOTCH #4 @ 12" o.c. VAULT SLAB REF. PLANS CONT. CURB AT PERIMETER OF FOOTING BELOW VAULT FORMSAVER AT CONTRACTOR' OPTION SLAB ON GRAE POUR 56 DAYS STRESSING SL COMPACTED - BACKFILL CLR. BARS _. PLAN SLAB 3EMENT WALL DOWELS @ 12" o.c. P/T SLAB AT SLAB ON GRADE 4" 0 PLASTIC CORRUGATED SLEEVE CENTERED ON EACH VERT. DOWEL REINFORCING OVER WALL, REF. PLAN FINISH TOP OF WALL SMOOTH CUT SLEEVE AT TOP OF WALL #5 @ 24" o.c SLIP JOINT AT TANK WA 5000 PSI NON SHRINK GROUT CAST 56 DAYS MIN. AFTER STRESSING P/T SLAB (2) #5 CONT. TOP AND BOTTOM P/T SLAB 10 1/2" WALL LL CONT. KEY WAY 3/4" CLR. TYP. 10 1/2" WALL #4 DOWELS w/ FORMSAVER toll 10 1 #4 @ 12" o.c. HORIZ. • • TYP. o 00 0 o o > o '0 TANK WATER PROOFING SLAB ON BY OTHERS GRADE #4 24" o.c. I TYP.. 1'-01, LAP SPLICE • • #6 @ 12" o.c. • • DOWELS w/ SIZE AND SPACING TO MATCH VAULT SLAB ON WALL VERTS. • GRADE co J (3) #5 CONT. U 3" CLR. TYP. 1'x2' CONT. FOOTING CENTERED BELOW WALL VAULT WALL AND FOOTING #4 @ 16" o.c. EACH WAY TYP, CENTERED IN SLAB GEOFOAM 24" CORNER BARS N 4" STEM WALL TO MATCH WALL TYP. REINF. SIZE AND • • SPACING #4 HORIZ. @ 12" o.c. MAX. • SPACING 111 0 ::�T 0 0 o 0 o> o o> 0 0 o 0 0 o 0 0> 0 0 o o 0 o o > 0 t0o 0 0 o �0 < o 00 0 0 �o 0 0 �o 0 0 �o > 0 �0 o 0 �0 o 0 �v > 0'o a �0 o o �o > o oo o 0 0 0 0 0 0 0 0 0 0 #4 @ 16" o.c. DRILL AND EPDXY w/ SLAB ON GRAD 3 1/2" MIN. EMBED, SEE PLAN TYP. RAMP AT BASEMENT 1 " = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG 19 `ZP �3F WASy 9 T �0, to � Z 47422 POD, TURAL FSS7 A N O 00 O� O o P- Z z O = Q W U 0 z O� z O J > J O -0 O `i O 7 Z m W Z c:) Q N U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 TYPICAL CONCRETE BASEMENT DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 #4 @ 12" o.c EACH WAY EACH FACE 5" RAMP ON GRADE REF. PLAN WALL AT RAMP 1" = 1'-0" P/T SLAB REF. PLAN SLIP PLANE —� REF. 9/S5.01 0� #4 @ 10" o.c. co n (3) #6 CONT. AT "U" BAR BOTTOM OF TRENCH DRAIN VARIES, GROUT BELOW AS REQUIRED TRENCH ry DRAIN U U) 8" 8" MAX. (D N w r- IL 4 #4x2'-6" VERT. W/ ------- HOOK AT TOP @ 12" o.c. ° P/T SLAB EL. 102' 9" REF. 11 /S5.03 COLUMN FOOTING BEYOND CONT. FOOTING BETWEEN COLUMN FOOTINGS NOTE: REF. 11/S5.03 FOR ADD'L. INFO. POUR ZONE CONT. REF 9/S5.01 #4 CONT, TYP. EXERIOR SLAB REF. CIVIL o X ---- -----J HORIZ. ELEVATION U BASED ON DRAIN LOW N POINT, COORDINATE W/ PLUMBING w - U_ J _ 1 • • c/) 1 J V - 10" MAX. AT TREN BASEMENT WALL REF. PLAN COLUMN 4"0 POUF @ 24" o.c. (2) #5 COf TYP. #4 HORIZ. EAH FACE VERTICAL POUR STRIP 1 If - 1'-0" RAMP SLAB ADD'L. (2) #5 TOP AND BOT. P/T SLAB CONT. KEYWAY #4 TIES @ 8" o.c (2) #8 CONT. TOPHOOK ENDS (4) #10 CONT. CONC. BEAM CENTERED ON COLUMN BEYOND EXTEND #4 BARS 2'-6" INTO PT SLAB w/ COUPLERS AT CONTRACTORS OPTION 4" SLAB OVER GEOFOAM w/ #4 @ 14" o.c. EACH WAY CENTERED IN SLAB CAST 56 DAYS MIN. AFTER STRESSING P/T SLABS 6" CURB w/ #4 @ 14" o.c. EACH WAY CENTERED IN WALL P/T SLAB REF. PLANS FOR REINF. TYP. CONT. KEYWAY #4 TIE SET (4) #8 CONT. — HOOK ENDS P/T SLAB CD ? 3/4" CLR. N � TYP. J U� N } (6) #11 CONT. #5 CONT. z m J Q a_ J U) LL W 6" #4F@ 18 6" SLAB TRANSITION 1" = 1'-0" TOPPING SLAB ON FOAM REF. 5/S5.03 #5 @ 12" o.c. HOOK IN BEAM TOP AND BOT. #5x7'-6" @ 12" o.c. CENTERED ON CONST. JOINT TOP AND BOT. 3" TYP. 1 foil • '7 - Z FORM SAVERS TYP. co (5) #5 CONT. TOP AND BOT. SHORE SLAB UNTIL POUR STRIP ATTAINS 28 DAY 4'-0" POUR STRIP SPECIFIED CONCRETE 2'- 0" CAST 56 DAYS MIN. AFTER STRENGTH AND 14 DAYS MIN. AFTER CASTING STRESSING P/T SLABS N U L-Mr ^'T TENDON F. PLAN z m � Q J U) Ll W )LUMN BEYOND SLIP JOINT REF. 9/S5.01 TOP OF SLAB BEYOND CH DRAIN (�,BEAM AT RAMP ,, POUR STRIP AT LEVEL�1�ST�EP�.(�,THICKENED SLAB AT ENTRY RAMP 1" = 1'-0" � l 3/4" = 1'-0" � v l 3/4" = 1'-0" � L l 1" = 1'-0" A '111►[e 3" TO FIRST REF. PLAN L2 1/2x 2 1/2 ANGLE SEAT REF. 15/S5.03 #4 @ 18" o.c. W/ STD. REF. PLAN P/T SLAB HOOKS AT TOP (2) #5 CONT. • • POUR ZONE, CAST • PER DETAIL 9/S5.03 • N ADD'L TRIM w STEEL REF. _j n- PLAN U) H W8 BEAM Q REF. PLAN POUR ZONE JOINT TO MATCH BEYOND REF. 9/S5.03 (3) #6 x 15'-0" CENTERED ON OPENING, EACH FACE @ 9" o.c. VERT SPACING 0 P/T SLAB PL 3/8x3 3/. 3/4" 0 A325 STEEL GR) W8 BEAM BASEMENT WALL REF. 10/S5.03 CONT. KEYWAY CENTERED IN SLAB BEAM TOP BARS w/FORMSAVER BOTTOM OF SLAB BEYOND (4) #5 HOOKED DOWELS w/FORMSAVERS CONC. SHEAR WALL 4"0 POUR HOLE 24" o.c. SPACING NOT TO OCCUR WITHIN 12" FROM PT TENDON HEADS z co Q w� E STEM WALL REINF. > w REF. 5/S5.03 PT SLAB REF. PLANS AT TRENCH DRAIN \ END OF RAMP BEAM -7 STEP AT LANDING DECK - SLAB STEP A�TEN TR�YRA MP NOTE: GALVANIZE ALL STEEL. BEAM AT VAULT LID 0 1 1/2" = 1'-0" L2 1/2x 2 1/2x1/4 CONT. w/ 1/2"Ox4" HEADED STUDS @ 12" o.c. AND 6" MAX. FROM CORNERS EMBED PL 3/8x7 1/2x0'-7 1/2" w/ (4) #5x2'-6" WELDED BARS @ 4 1/2" o.c. SPACING EACH WAY 11 if = 1'-0" P/T SLAB REF. PLAN #4 @ 12" o.c EACH WAY EACH FACE CONT. KEYWAY DOWELS TO MAT WALL VERTICAL; SLAB ON GRADE REF. PLAN i� STEP AT TRASH ROOM 1 If = 1'-0" POUR ZONE CONT. REF. 9/S5.01 DOWEL w/ COUPLER TO MATCH SLAB REINF. SLAB ON FILL REF. PLAN CONT. FOOTING BETWEEN COLUMN FOOTINGS (4) #5 CONT. w/ MATCHING CORNER BARS 2'-6" co N #4x1'-6" @ 12" o.c. SLAB DLAN =LS TO MATCH REINF. LL REINF. 11 /S5.03 A 12" o.c. VERT. WALL AT RAMP TRANSITION 1 " = 1'-0" JG /S5.03 J1" = 1'-0" (6) #6 CONT. #4 TIES @ 12" o.c. #5x7'-6" @ 12" o.c. CENTERED ON JOINT P/T SLAB TOP AND BOT. REF. PLANS ADD'L. #5 CONT. TOP AND 3 P/T SLAB REF. PLAN v7 Lu Q MAX. > (4) #4 CONT. i TOP AND BOT. SHORE SLAB UNTIL POUR STRIP ATTAINS CONT. KEYWAY TYP. 28 DAY SPECIFIED OMIT AT P/T TENDONS CONCRETE STRENGTH AlD 14 DAYS MIN. AF ER 4'- 0" CASTING 1'- 2" POUR STRIP CAST 56 DAYS MIN. AFTER STRESSING P/T SLAB POUR STRIP AT SLAB STEP 1 " = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com NG R9 `ZP �F WAS& T _ o v � Z 47422 POD, TURAL FSS7 A Q0 N O 00 O') O Z z O= Q W o U. z O0 �LLJ Z O J > J O - O � O 0 ti Z m p W Z c:) Q N U REVISION DATE REASON FOR ISSUE 4 01.03.22 Addendum #04 C 02.08.22 City Comments #03 D 01.11.22 Site Dev. Comments RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 CONCRETE DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 L n v v CL OF COLUMN v v V COLUMN TYP. REF. PLAN L SPAN/4 SPAN/3 ALTERNATE TYP. ALTERNATE TYP. I 1.5T W 1.5T . TOP MILD REINF. REF. PLAN NOTES: 1. SPAN REPRESENTS THE CL TO CL DISTANCE BETWEEN COLUMNS IN THE DIRECTION BEING CONSIDERED. 2. REF. 2/S5.10 AND 4/S5.10 FOR ADDITIONAL REINF. AT TENDON ANCHORAGE ZONES. 3. LEGEND REINFORCEMENT AT T = SLAB THICKNESS INTERIOR COLUMN W = COLUMN WIDTH HOOK TOP BARS AT SLAB EDGE TYP. w/ 90 DEGREE HOOK TURNED DOWN HOOK SHOWN HORIZONTAL FOR CLARIFICATION ONLY SPAN/3 1.5T i W c� z 0- U) z In U) z 0- M U) z Q d TOP AND BOTTOM MILD m REINF. TO BE DISTRIBUTED WITHIN THESE DIMENSION LINES EACH WAY @ 12" o.c. MAX. SPACING REF. PLAN FOR ADDITIONAL REINF. TOP MILD REINF. REF. PLAN FULLY SUPPORT ALL REINF. TAILS AT PROPER ELEVATION REINFORCEMENT AT EXTERIOR COLUMN � TYP. REINFORCING LAYOUT AT COLUMN DETAIL % 1" = 1'-0" COLUMN REF. PLAT` = o � >0 co 0 z Q m � w IY (2) TENDC DIRECTLY INSIDE CF TENDONS AT INTERIOR SUPPORT BANDED T�"'^^" (5) PER B1 MAX. DIST EVENLY V BAND WIC REF. 4/S5. DISTRIBU' AT 8T OR 60" o.c. MAX. SPACING V-0" MIN. TO C`.I CL OF COLUMN ALTERNATE EVERY OTHER BAR TYP. CL OF COLUMN EXTEND REINF. TO EDGE OF SLAB SLAB EDGE TYP. TWO-WAY P/T SLAB SECTION AT BANDED TENDONS 1 If = 1'-0" 3/4" TOOLED — JOINT FILL w/ FOR 7" OR THICKER SLABS SEALANT PLACE ANCHOR UPRIGHT @ 3" o.c. TYP. FOR 6 1/2" SLAB OR LESS PLACE ANCHORS SIDEWAYS @ 6" o.c. TYP. _ _J U (2) #4 CONT. BACK-UP BARS LOCATE 1" CLR. FROM FACE OF ANCHOR #4x6'-0" @ 16" o.c. 4 MIN. TYP BETWEEN (2) #4 TOP BUNDLES L LU AND BOTTC • a (2) TENDON (2) TENDONS MIN. TO MIN. AT SL/ P/T CONCRETE FIRST P/T CONCRETE PASS DIRECTLY OVER EDGE SLAB SECOND SLAB TENSIONED THIS COLUMN INSIDE CAGE POUR SIDE (5) TENDONS MAXIMUM EACH WAY MAX. PER BUNDLE C U RVAT U R 3/4" "V" GROOVE WITHOUT SLAB EDGE P/T TENDON HAIRPINS 1'-6" PROVIDE #3 HAIRPINS NOTE: TO MATCH TENDON SPACING 1 r SHORE FIRST SLAB UNTIL WHERE (6) OR MORE TENDONS SECOND SLAB IS STRESSED. OCCUR w/ ANCHOR SPACING 1. MAX. TENDON HORIZONTAL CURVATURE OF 12" OR LESS. HAIRPIN LEGS TENDONS AT 1:12 OR 1:6 w/ HAIRPINS. REF. 4/S5.11. TO BE IN SAME PLANE AS TOP AND BOTTOM REINFORCING EXTERIOR SUPPORT 2. LEGEND MATS T = SLAB THICKNESS W = COLUMN WIDTH TYP. BANDED TENDON LAYOUT AT COLUMN DETAIL 1 if = 1'-0" (6) #6> EQUA _J U) (9) #6> BARS EQUA BOT. REF. I dIn Q J COLUMN SECTION THICKENED SLAB SECTION 3/4" = 1'-0" "U" BARS PER 11/S5.10 @ 3 1/4" o.c. I I I I I I I I I I I I I I THICKENED SLAB REF. PLAN I I I I I I I I I E "U" BARS PER 11/S5.10 @ 3 1/4" o.c. I I I o L I EO I I SHEAR REINF PLAN AT THICKENED SLAB 1 /8" = 1'-0" ROTATE HOOKS AT EDGE OF SLAB EDGE OF SLAB AT SIM #4 @ 12" o.c. TRANSVERSE P/T TENDON BOT. BARS REF. PLAN (9) #6x CONT. EQUAL SPACING PT TENDONS REF. PLAN #4 U @ 4" o.c WITHIN 4'-0" OF SUPPORTS LINO SEE 12/S5.10 FOR ADD'L INFO COLUMN BELOW TYP. CONSTRUCTION JOINT w/ INTERMEDIATE STRESSING ANCHOR SLAB REINF. CONTINUOUS REF. PLAN CONSTRUCTION JOINT I FIRST POUR l SECOND POUR T I 3/4" TOOLED JOINT w/ SEALANT 1 1/2" ADDITIONAL REBAR #5x3'-0" @ 12" o.c. AT MID -DEPTH HAIRPINS REF. 2/S5.11 iy NOTE: w w J ONLY ANCF w REINFORCE LU REF. PLAN , DETAILS FC INFORMATI P/T TENDON SHEAR KEYS 2'-0" NOTE: LONG @ 4'-0" o.c. N = NUMBE T = SLAB THICKNESS PLAN VIEU]- NOTE: JOINTS SHALL BE LOCATED CLOSE TO 1/3 OF SPAN. CONSTRUCTION JOINT w/ NO INTERMEDIATE STRESSING STAGGER ANCHORS 12 IF MORE z z r THAN (2) w Q 1 O 0 0- ANCHORS cD z L (iLLJ LLJ • ao 00 00 TENDON ANCHOR SECTION A -A L =SPAN DISTANCE BETWEEN HIGH POINTS OF TENDON PROFILE L/3 TYP. A I PLAN TYP. ADDED TENDONS (:8 1.1 = V-0" CL OF TENDON HIGH PROFILE POINT REF. PLAN ?) #4 CONT. BACK- IP BARS LAP )UTSIDE OF ENDON NCHORAGE ONES ACE OF SLAB �U ]U ;wcn U' (14 (]f w -O �U jz Q o} �z0� k m d =Z< UJ )o= ; 655 U) �zQ TYP. TENDON ANCHORAGE PLAN AT BANDED TENDON' 1 " = V-0" Lu Z ~ w -i CONTINUOUS 00 0Lu SUPPORT BAR TYP. ADDED TENDON. (CONT. TENDONS 2" MIN. NOT SHOWN) (2) #4 TOP AND BOTTOM EXTEND V-6" MIN. BEYOND ANCHORS EQ BAND WIDTH EQ DISTRIBUTE D TENDONS REF. PLAN SUPPORT BAR OR BOLSTER @ S-0" o.c. MAX. BUNDLE SPACING NOTE: BUNDLE SPACING TO BE 3" x NO. OF TENDONS PER BUNDLE. TYP. BANDED TEN 1" = 1'-0" DONS CL OF SUPPORT BEYOND BANDED TENDONS IN EQUAL BUNDLES EQUALLY SPACED (5) TENDONS MAX. PER BUNDLE BOTTOM REINF. REF. PLAN CHAIR TYP REF. 2/S5.10 FOR ADDITIONAL REINFORCING NOT SHOWN AT TENDON ANCHOR. P/T TENDON REF. PLAN P/T SLAB — REF. PLAN TYP. TOP/BOT. BARS REF. PLAN �w Nil 2" COVER 3/8T AT DEAD END ANCHORS FACE OF ANCHOR loo BACK OF HAIRPIN PROVIDE HOOK LENGTH = (T-CLR.) IF STANDARD HOOK LENGTH CANNOT BE Z a 0 w ACHIEVED GROMMETS AT STRESSING END ONLY. POCKETS SHALL BE PACKED w/ NON -SHRINK V-6" GROUT AFTER TENDON #3 ----1 HAIRPINS TO MATCH ENDS ARE BURNED OFF TENDON SPACING. HAIRPIN TENDON ANCHOR LEGS TO BE IN THE SAME PLANE AS TOP AND BOTTOM 1' - 0" LIVE OR DEAD REINFORCING MATS ENDS AS OCCURS REF. PLAN NOTE: BACK-UP BARS LOCATE REF. 4/S5.10 FOR TYP. 1" CLR. FROM FACE OF PLAN VIEW. ANCHOR TYP. SLAB EDGE AT BANDED TENDONS REF. PLAN FOR TYP. TOP REINF. AT PERIMETER OF SLAB AS OCCURS GROMMETS AT V-6" STRESSING END ONLY PROVIDE #3 HAIRPINS STRESSING POCKETS TO MATCH TENDON SPACING SHALL BE PACKED w/ WHERE (6) OR MORE TENDONS NON -SHRINK GROUT OCCUR w/ ANCHOR SPACING AFTER TENDON ENDS OF 12" OR LESS. HAIRPIN LEGS ARE BURNED OFF TO BE IN SAME PLANE AS TOP 2" COVER AND BOTTOM REINFORCING AT DEAD END MATS ANCHORS TENDON ANCHOR LIVE OR DEAD END AS OCCURS w zQ • 1 • w REF. PLAN -----!----J Cw1 PROVIDE HOOK LENGTH = (T-CLR.) IF (2) #4 CONT. BACK-UP STANDARD HOOK LOCATE 1" CLR. FROM LENGTH CANNOT BE FACE OF ANCHOR ACHIEVED NOTE: REF. 2/S5.10 AND 4/S5.10 FOR ADDITIONAL INFORMATION AT HAIRPINS. TYP. SLAB EDGE AT DISTRIBUTED �TENDONS 1 " = V-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLANDOR 97209 503.245.7106 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N N. I NG R9 `ZP �F WAS& T _ O v � Z o �TF(0 47422 POD, TURAL FSS7 A N O 00 O') O P- Z z O= Q W U zz U. O0 Z O J > J O -0 O — 0 ti Z m F_ p LLl :�t Z � Q of N U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 TYPICAL POST -TENSIONED SLAB DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 1 EXTEND TOP BARS INTO POUR STRIP AT COLUMNS #5x8'-0" @ 12" o.c. BETWEEN COLUMNS EQ EQ INTERIOR COLUMN CONC. COLUI REF. PLAN SLAB EDGE WHERE OCCURS IVI 1114. CORNER COLUMN NOTES 0 STUD RAILS AT HORT SIDE OF OLUMN LIGN EDGE OF RAIL / COLUMN FACE YP. 0 STUD RAILS AT ONG SIDE OF OLUMN C� w O w 4)STUDS ER RAIL (Y) STUD RAILS AT LONG SIDE OF COLUMN 1 U) - Z_ (n N, W z Y Z Q U= J d w d W Q IY J U) d w 1. STUDS SHALL MEET THE REQUIREMENTS OF ASTM A108 GRADES 1010 THRU 1020. 2. STUD HEIGHTS SHALL BE DETERMINED BY THE SLAB THICKNESS AND REQUIRED CONCRETE COVER SHOWN. 3. DIAMETER OF STUD HEAD SHALL BE >3.2x DIAMETER OF STUD. STUDS SHALL BE FULLY WELDED TO RAIL PLATE TYP. 4. STUDRAILS SHALL BE SPACED EVENLY ALONG COLUMN FACE. REF. DETAILS FOR ADDITIONAL SPACING REQUIREMENTS ADJACENT TO SLAB EDGES. 5. REF. 10/S5.11 FOR CONFIGURATION AT DROP PANELS. 6. REF. 3/S5.12 FOR ACCEPTABLE OPENING LOCATIONS AT COLUMN. 7. * RADIALLY SPACE "X" RAILS AROUND ROUND COLUMN. OF RAIL :ACE LS AT OF SLAB EDGE WHERE OCCI CONC. COLUI REF. PLAN J EDGE COLUMN SECTION >TUD RAILS AT IRT SIDE OF UMN ')TUD RAILS AT G SIDE OF UMN d w d w STUDS RAIL STUD RAIL SCHEDULE MARK D (IN) N (STUDS/RAIL) X (RAILS/SIDE) Y (RAILS/SIDE) S1 (IN) S (IN) RAIL PL (INAN) 10 1/2 8 2 3 3 5 3/4 1/4x1 1/4 20 1/2 14 3 4 2 3/4 2 3/4 1/4x1 1/4 03 1/2 18 2 3 3 4 1/2 1/4x1 1/4 ® 1 5/8 16 2 2 3 1/2 3 1 /2 5/16x2 05 5/8 28 2 2 2 3/4 2 3/4 5/16x2 © 5/8 41 2 2 2 3/4 2 3/4 5/16x2 O7 5/8 16 8 2 3/4 2 3/4 5/16x2 ® 5/8 32 2 2 3 3 5/16x2 O9 5/8 25 3 3 2 1 /2 2 1 /2 5/16x2 TYP. SHEAR STUD REINFORCING DETAILS AND SCHEDULE 1 if = 1'-0" 3" 3/4" TOOLED JOINT w/ SEALANT TYP. AT TOP POUR STRIP 3'- 0" U.N.O. ON PLAN BOT. REINF. T REF. PLAN SHORE AS REQUIRED (2) #4 BACK-UP BARS LOCATE 1" CLR. FROM FACE OF ANCHOR 3/4" V-GROOVE NOTES: 1. POUR STRIP CONCRETE STRENGTH TO MATCH SLAB CONCRETE STRENGTH. 2. SHORE SLABS UNTIL POUR STRIP CONCRETE HAS ATTAINED DESIGN STRENGTH OR 14 DAYS. TYP. POUR STRIP DETAIL 0 1" = 1'-0" (4) #5 TOP AND CONC. COL. BOTTOM U) REF. PLAN U) FORMSAVERS AT ALL z Q BARS EXTENDING Y THROUGH POUR STRIP, TYP w #5x8'-0" @ 12" o.c. Q J U) I U SHORE AS REQUIRED 1 1/2"x3" KEY JOINT CONT. BOTH SIDES BETWEEN TENDON ANCHORS POUR STRIP PLACE NOT LESS THAN 60 DAYS AFTER STRESSING SLAB P/T TENDONS SECTION TYP. DROP PANEL REF. PLAN NOTES: 1. REF. 7/S5.11 FOR STUD RAIL INFORMATION NOT SHOWN. 2. REF. 11/S5.10 FOR TYPICAL DROP PANEL REINFORCING. SHEAR STUD REINFORCMENT AT DROP PANEL 1" = 1'-0" UUKVA I UKE EXULEUS 1: 12 TO 1:6 MAX. #3C @ 12" o.c 2'-0" REF. 4/S5.11 NOTE: REF. 6/S5.11 FOR REQUIREMENTS AT MULTIPLE OPENINGS. TYP. TENDON LAYOUT AT BLOCK OUTS 2" MIN. -CLR. BOTH DIRECTIONS IY TOP REINF. OIL AT COLUMN J LL < co � w BANDED P/T Z � zz >O TENDONS �H0 U Lu D 10� H U U) Z� U w m OQ X O o7 BOTTOM REINF. o COOf SPLICE CONT. BOTTOM P/T TENDONS cy) w -J REINF. AT COLUMN z PROVIDE TRIM REINF. U FOR SLAB OPENINGS w/ DIMENSIONS GREATER THAN 12" REF. 1/S5.12 NOTE: AND 2/S5.12 REF. 9/S5.10 AND 10/S5.10 FOR TOP AND BOTTOM REINF. AND TENDON LAYOUT AT COLUMN. SLAB EDGE U z 2 1/2" CLR. REF. PLAN N 2E MIN. I N I Lq z O L TENDON - TYP. REF. PLAN ;�e]mole] 1MLTA R BANDED TENDON HIGH POINT AND TOP BAR IN SAME PLANE WHERE OCCURS REF. PLAN PLACE DISTRIBUTED TENDONS WHICH FALL WITHIN THE LENGTH OF TOP REBAR BELOW THE UPPERMOST LAYER UNIFORMLY DISTRIBUTED TENDONS HOOK VERT. REINF. AT DISCONTINUOUS COLUMN MIN. (2) TENDONS THRU COLUMN BETWEEN VERTICAL REINF. EACH DIRECTION TYP. LAYOUT OF TENDONS r. 1 AND REINFORCING ATCO LUMN TYP. LAP SPLICE HOOK TOP BARS AT SLAB EDGE QwT-1 _jU) w0It � w SLAB BOTTOM z REINF. w REF. PLAN � O �- 0 W PENETRATIONS FARTHER STEEL PIPE INSERT THAN 1.5 TIMES THE D (SCHEDULE 40) IS REQUIRED DIAMETER (D) OR WIDTH WHEN SLAB PENETRATION IS (W) BUT NOT LESS THAN 2 1/2" CLR. WITHIN 45 DEGREES BEARING 1'-6" MIN. FROM ANCHOR MIN. CONE OF TENDON ANCHOR DO NOT REQUIRE STEEL PIPE INSERTED NOTE: PENETRATION w/ DIMENSIONS GREATER THAN V-0" REQUIRE TRIM REBAR. REF. 1/S5.12 AND 2/S5.12. OPENING AT P/T ANCHORAGE REINF.., REF. PLAN TYP. LAP SPLICE z w O000Iiw WwQw0wv) Z J H 0Y 2 < Lu U) 0- d Z d= H U QOLLO_z_O Lu F� 0 = O �000(D U TYP. BOTTOM STEP AT THICKENED SLAB SECTION NOTE: REF. 7/S5.11 FOR STUD RAIL INFORMATION NOT SHOWN. SLAB TOP REINF. REF. PLAN wQp U) cn Z =O� 0- 0 >_ DOWELS TO MATCH SLAB REINF. 1 1 TYP. LAP SPLICE EACH END REF. PLAN SHEAR STUD REINFORCMENT AT SLAB STEP _AB STEP HERE CURS =F. PLAN U) U) W Q Z N U)U_ NIL J_wQw00wco Z J H Q� 2 Q� < Lu U) 0- d Z d= H U <0LLLD 0 L UU) 0=0 �om(DQW U 4'- 0" MIN. U.N.O. REF. PLAN TYP. STEP AT P/T SLAB P/T TENDONS REF. PLAN LAP LENGTH I TYP. SECTION AT RIDGE LAP LENGTH SLOPE TYP. REF. PLAN SLAB BOTTOM REINF. REF. PLAN SECTION AT VALLEY VALLEY/RIDGE DETAIL 21' RADIUS MI SLAB TOP REINF. REF. PLAN d m W Q Q UjU)Z =O� 0- 0 fl DOWELS TO MATCH SLAB REINF. 1 1 TYP. LAP SPLICE EACH END SLAB TOP REINF. REF. PLAN SLOPE REF. PLA SLAB BOTTOM REINF. REF. PLAN SLAB TOP REINF. REF. PLAN #4 x 8'-0" @ 12" o.c. BETWEEN COLUMNS iAIRPINS 2" o.c. TYP. 2" GAP BETWEEN TENDONS NOTES: 1. DETAIL APPLIES WHERE TENDON SWEEP IS GREATER THAN 1: 12. 2. KEEP TENDONS MIN. 2" APART AT TURN. 3. PLACE HAIRPIN AROUND EACH BUNDLE AS SHOWN. TENDON 1 PLACEMENT FOR SWEEPS >1:12 1 " = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N N. I NG R9 `ZP �F WAS& T � a 47422 POD TURAL FSS 7 A Q0 N O 00 O') O P- Zz O = >Q Uj U zz LL O2 0W Z O J J O -0 0 0 Z 0 ti Z m p W Z c:) Q N U REVISION DATE REASON FOR ISSUE 4 01.03.22 Addendum #04 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 TYPICAL POST -TENSIONED SLAB DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 5" MIN. 8 #4 x 8'-0" TOP A BOT. EACH WAY CORNER HOOK/ WALL PROVIDE FORMSAVER'S A CONTRACTOR'S OPTION ELEVATED SLAB REF. PLAN FACE OF WALL OR BEAM BELOW NOTE: BARS ARE IN ADDITION TO TYP. SLAB BARS. TYP. SLAB AT CORNER - ALT. DETAIL 3/4" = 1'-011 F F 1 I uLrlU L W U (2) #4 d TYP. AT u) CORNER Q J DIAPHRAGM REINF. REF. PLAN PROVIDE (2) #5 MIN. CONT. AROUND PERIMETER OF SLAB STAGGER SPLICES ;OVER _NERAL ZAL NOTES PT SLAB DIAPHARGM REINFORCING c c c NOTES REINFORCING LAYOUT AT CORNER CONDITION 1. LAP DIAPHRAGM REINFORCING w/ PT BACKUP BARS. REF. TYPICAL PT DETAILS 2. LAP DIAPHRAGM REINFORCING w/ RE-XX CORNER BARS REF. 6/S5.12 c 3. CONTINUE DIAPHRAGM REINFORCING THROUGH CANTILEVERED SLAB SECTION. REF. 5/S5.12 TYP. SLAB EDGE REINFORCING TOP OF SLAE BEYOND TOP REINF. REF. PLAN (2) #5 CONT BOT. REINF. REF. PLAN P/T TENDON- REF. PLAN TYP. REINFORCING AT BALCONY STEP 1" = 1'-011 ,ST R 'E 1:7d��Ie\�I EDGE REINF. (2)#5 U.N.O. TYP. TRIM BARS AT CANTILEVERED SLAB 1" — 1'-011 ED( REF (2) REI TOF LAY (2) REII ANL UV I I UVIJ ULL L/11 Lfl REINFORCING TYP. TRIM BARS AT RE-ENTRANT CORNERS 1/2" = 1'-011 12'-0" TOP nTTnNA TYP PLAN - INTERIOR WALL /O\ 44A /, A11 .. .. Ap D" BOTTOM VVIVVI\LIL VV/'lLL REF. PLAN TYP. PLAN - EXTERIOR WALL TYP. ADD'L REINF. AT CONC. WALLS FACE OF WALL OR BEAM ELEVATED SLAB REF. PLAN FACE OF WALL OR BEAM BELOW (LONGEST SPAN)/5 NOTE: REF. 9/S5.12 FOR ALTERNATE DETAIL. TYP. SLAB AT CORNER 3/4" = 1'-011 (8) #4 BOT. HOOK AT WALL (6) #4 x 8'-0" TOP HOOK AT `'0 WALL Q d U) U) W z O CONC. WALL OR BEAM ABOVE OR BELOW REF. PLAN W > H U W LL LL W (1) #5x4'-0" FOR SINGLE LAYER REINFORCING (1) #5x4'-0" TOP AND BOT. FOR DOUBLE LAYER REINFORCING TRIM BARS REF. SCHEDULE BELOW NOTES: 1 2 3 4 :'! I YK MAX. DIMENSION TRIM BARS V-0" TO 1'-6" (2) #4 EACH SIDE AT CL OF SLAB V-6" TO 2'-0" (2) #4 TOP AND BOT. EACH SIDE > 2'-0" SEE PLAN AND NOTE 4 z 2 } o N ALL OPENINGS LARGER THAN V-0" SHALL BE TRIMMED AS SHOWN. THESE BARS ARE IN ADDITION TO REBAR SHOWN ON PLANS. REF. 2/S5.12 FOR MULTIPLE OPENINGS. OPENINGS LARGER THAN 2'-0"x2'-0" NOT SHOWN ON PLAN SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW. REF. 3/S5.12 FOR LIMITATIONS ON SLEEVES AND OPENINGS AT COLUMNS. TYP. TRIM BARS FOR INTERIOR OPENING IN WALLS AND SLABS 1" = 1'-011 1 1/2" CLR. TYP. "EL1" NOTES >EL1 n AN LED > 2 TRIM BARS "E L2" 1. OPENINGS WHICH ARE CLOSER TO ONE ANOTHER THAN THE DIAMETER OF THE LARGER OF THE TWO ARE CONSIDERED TO FORM A COMBINED OPENING. 2. IF THE COMBINED OPENING IS LESS THAN V-0", NO TRIM BARS ARE REQUIRED. 3. IF THE COMBINED OPENING IS MORE THAN V-0", BUT LESS THAN 2'-0", PROVIDE REINFORCING PER 1/S5.12 4. DIAGONAL BARS NOT REQUIRED. 5. COMBINED OPENINGS WITH EFFECTIVE LENGTH LARGER THAN 2'-0" NOT SHOWN ON PLAN ARE NOT ALLOWED WITHOUT APPROVAL FROM ENGINEER OF RECORD. 6. REF. 3/S5.12 FOR LIMITATIONS ON SLEEVES AND OPENINGS AT COLUMNS. TYP. TRIM BARS AT MULTIPLE OPENINGS 1" = 1'-011 CONC. COLUMN OUTLINE OF SLAB REF. PLAN (MAY BE SECONDARY BELOW ONLY) CRITICAL SECTION A MAXIMUM OF (1) 3" 0 � SLEEVE IS ALLOWED ' `F/� SLAB PRIMARY CRITICAL EACH SIDE WITHIN SECTION SHOWN HATCHEID SECONDARY CRITICAL ' NO SLEEVES OR SECTION PENETRATIONS SHALL BE ALLOWEDIN SLAB CRITIC L PUNCHING SHEAR ' �, SECTION REINFORCINGWHERE OCCURSI/r1 TYP. 4'-0" WHERE NO PUNCHING SHEAR REINFORCING OCCURS TYP. �, \ WHERE OCCURS, LOCATE CONDUIT IN SLAB OUTSIDE OF SECONDARY CRITICAL NOTES: SECTION. CONDUIT MAY BE LOCATED WITHIN 1. "T" = SLAB THICKNESS. REF. PLAN. SECONDARY CRITICAL SECTION WITH APPROVAL 2. SLEEVES OR COMBINED OPENINGS LARGER THAN FROM ENGINEER OF THOSE SHOWN AND LOCATED WITHIN THE RECORD SECONDARY CRITICAL SECTION REQUIRE REF. 4/S5.12 FOR TYP. APPROVAL FROM THE ENGINEER OF RECORD CONDUIT DETAIL z Q J d cM LL � W 1 OPENING RESTRICTIONS AT COLS. 1/2" = 1'-011 MAX. EFFECTIVE WIDTH "W" 2'- 0" CLR. MIN. SECTION NOTES: 1. PROVIDE 2" MIN CLEAR BETWEEN CONDUITS AND TENDONS. 2. TENDON AND MILD REINFORCING LOCATIONS TAKE PRECEDENCE OVER CONDUIT LOCATIONS. 3. STACKING OF CONDUIT IS PROHIBITED. 4. CONDUITS SHALL CROSS AT AN ANGLE NO LESS THAN 45 DEGREES. THE COMBINED DIAMETER SHALL NOT EXCEED 1/3 THE SLAB DEPTH. 5. REF. 3/S5.12 FOR RESTRICTIONS AT COLUMNS. TYP. CONDUITS IN ELEVATED CONCRETE SLAB 1" = 1'-011 TOP OF SLAB EL. PER PLAN W _J Q D W �Z ON J O Q REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG R9 A` �F WAS& i T � Z o �TF(0 47422 POD TURAL FSS7 A N O 00 O') cn z o P- Z z O = Q W U zz LL O0 LuLu Z O J > J O -0 O O 0 ti Z m p W Z c:) Q N U a_ REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 TYPICAL ELEVATED SLAB DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 c 5" MIN. (1) #5x4'-0" FOR SINGLE LAYER REINFORCING (1) #5x4'-0" TOP AND BOT. FOR DOUBLE LAYER REINFORCING z 2 } o N r r #5x6'-0" @ 12" o.c. w/ COUPLER CENTERED ON JOINT EACH SIDE OF INFILL N CD• #5 @ 12" o.c. U EACH WAY CRANE OPENING INFILL SLAB f'c = 4000PSI POUR AFTER REMOVAL OF TOWER CRANE SHORE 7 DAYS MIN. A LEX�L2�12 POUR STR' REF. 11 /S5 FOR ADD'L P/T SLAB REF. PLAN A TOWER CRANE INFILL SLAB AT POUR STRIP 13 111 = 1'-011 #5x6'-0" @ 12" o.c. w/ COUPLER CENTERED ON JOINT EACH SIDE OF INFILL CV m • o% J U CRANE OPENING INFILL SLAB REF. 12/S5.12 A LEVEL 1 14 111 = 11 CONT. KEYWAY EACH SIDE OF OPENING SLAB REINF. REF. PLAN w/ COUPLERS AT POUR STRIP #4 TIE @ 6" o.c. AT CRANE OPENING a a a a 7 • SLAB REINF. REF. PLAN P/T SLAB REF. PLAN P/T TENDONS SWOOP AROUND CRANE OPENING REF. PLAN TOWER CRANE INFILL SLAB #4 TIE @ 6" o.c. AT INFILL SLAB CRANE INFILL SLAB REF. 12/S5.12 #4 U BAR w/ COUPLERS @ 6" o.c. AT INFILL SLAB REF. 11/S5.11 BEYOND CONT. KEYWAY EACH SIDE OF OPENING SLAB REINF. REF. PLAN SLAB REINF. REF. PLAN P/T SLAB REF. PLAN P/T TENDONS SWOOP AROUND CRANE OPENING REF. PLAN TOWER CRANE INFILL SLAB CMU WALL V REF. PLAN #4 CONT W/ MATCHING CORNER BARS 6" MIN, 14' MAX REF. ARCH. STEP AS REQUIRED #4 @ 15" o.c. W/ STD HOOKS AS SHOWN z W Q >w 8" CONCRETE CURB AT CMU WALL #4 CONT @ 12" o.c. EACH WAY CENTERED IN SLAB MECHANICAL PAD SIZE AS REQUIRED FOR GENERATOR #3 @ 12" o.c. W/ STD HOOKS AS SHOWN TYP AT PERIMETER OF PAD SLOPED PT SLAB REF. PLAN 8 #4 x 8'-0" TOP A BOT. EACH WAY CORNER HOOK/ WALL PROVIDE FORMSAVER'S A CONTRACTOR'S OPTION ELEVATED SLAB REF. PLAN FACE OF WALL OR BEAM BELOW NOTE: BARS ARE IN ADDITION TO TYP. SLAB BARS. TYP. SLAB AT CORNER - ALT. DETAIL 3/4" = 1'-011 IC F F 1 I uLrlU W U (2) #4 TYP. AT u) CORNER Q J NOTES DIAPHRAGM REINF. REF. PLAN PROVIDE (2) #5 MIN. CONT. AROUND PERIMETER OF SLAB STAGGER SPLICES ;OVER _NERAL ZAL NOTES PT SLAB DIAPHARGM REINFORCING REINFORCING LAYOUT AT CORNER CONDITION 1. LAP DIAPHRAGM REINFORCING w/ PT BACKUP BARS. REF. TYPICAL PT DETAILS c c c c 2. LAP DIAPHRAGM REINFORCING w/ RE-XX CORNER BARS REF. 6/S5.12 c 3. CONTINUE DIAPHRAGM REINFORCING THROUGH CANTILEVERED SLAB SECTION. REF. 5/S5.12 TYP. SLAB EDGE REINFORCING TOP OF SLAE BEYOND TOP REINF. REF. PLAN (2) #5 CONT. BOT. REINF. REF. PLAN P/T TENDON- REF. PLAN TYP. REINFORCING AT BALCONY STEP ST R 'E 1:7d��Ie\\I EDGE REINF. (2)#5 U.N.O. TYP. TRIM BARS AT CANTILEVERED SLAB 1" - 1'-011 ED( REF (2) REI TOF LAY (2) REII ANL UV I I UVIJ ULL L/11 Lfl REINFORCING TYP. TRIM BARS AT RE-ENTRANT CORNERS / 1/211 = 1'-011 12'-0" TOP .� -OTTOM TYP. PLAN - INTERIOR WALL /O\ 44A /, A11 .. .. o° BOTTOM VVIVVI\LIL VV/'lLL REF. PLAN TYP. PLAN - EXTERIOR WALL TYP. ADD'L REINF. AT CONC. WALLS FACE OF WALL OR BEAM ELEVATED SLAB REF. PLAN O .c, O• 11 p• ti FACE OF WALL OR BEAM BELOW c� o° (LONGEST SPAN)/5 NOTE: REF. 9/S5.12 FOR ALTERNATE DETAIL. TYP. SLAB AT CORNER (8) #4 BOT HOOK AT W > H U W LL LL W TRIM BARS - REF.SCHEDULE BELOW NOTES: I YK MAX. DIMENSION TRIM BARS V-0" TO 1'-6" (2) #4 EACH SIDE AT CL OF SLAB V-6" TO 2'-0" (2) #4 TOP AND BOT. EACH SIDE > 2'-0" SEE PLAN AND NOTE 4 1. ALL OPENINGS LARGER THAN V-0" SHALL BE TRIMMED AS SHOWN. 2. THESE BARS ARE IN ADDITION TO REBAR SHOWN ON PLANS. 3. REF. 2/S5.12 FOR MULTIPLE OPENINGS. 4. OPENINGS LARGER THAN 2'-0"x2'-0" NOT SHOWN ON PLAN SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW. 5. REF. 3/S5.12 FOR LIMITATIONS ON SLEEVES AND OPENINGS AT COLUMNS. TYP. TRIM BARS FOR INTERIOR OPENING IN WALLS AND SLABS 111 = 1'-011 1 1/2" CLR. TYP. >EL1 n AN LED > 2 TRIM BARS "EL1" "EL2" NOTES: 1. OPENINGS WHICH ARE CLOSER TO ONE ANOTHER THAN THE DIAMETER OF THE LARGER OF THE TWO ARE CONSIDERED TO FORM A COMBINED OPENING. 2. IF THE COMBINED OPENING IS LESS THAN V-0", NO TRIM BARS ARE REQUIRED. 3. IF THE COMBINED OPENING IS MORE THAN V-0", BUT LESS THAN 2'-0", PROVIDE REINFORCING PER 1/S5.12 4. DIAGONAL BARS NOT REQUIRED. 5. COMBINED OPENINGS WITH EFFECTIVE LENGTH LARGER THAN 2'-0" NOT SHOWN ON PLAN ARE NOT ALLOWED WITHOUT APPROVAL FROM ENGINEER OF RECORD. 6. REF. 3/S5.12 FOR LIMITATIONS ON SLEEVES AND OPENINGS AT COLUMNS. TYP. TRIM BARS AT MULTIPLE OPENINGS 111 = 1'-011 CONC. COLUMN OUTLINE OF SLAB REF. PLAN (MAY BE SECONDARY BELOW ONLY) CRITICAL SECTION A MAXIMUM OF (1) 3"O SLEEVE IS ALLOWED ' ` SLAB PRIMARY CRITICAL EACH SIDE WITHIN SECTION SHOWN HATCHE SECONDARY CRITICAL ' ` NO SLEEVES OR SECTION PENETRATIONS SHALL BE ` ALLOWED IN SLAB CRITIC PUNCHING SHEAR SECTION REINFORCING WHERE OCCURS � � I I 1 I I I I I I T/2 TYP. 4'-0" WHERE NO PUNCHING SHEAR REINFORCING OCCURS TYP. �, \ WHERE OCCURS, LOCATE CONDUIT IN SLAB OUTSIDE OF SECONDARY CRITICAL NOTES: SECTION. CONDUIT MAY BE LOCATED WITHIN 1. "T" = SLAB THICKNESS. REF. PLAN. SECONDARY CRITICAL SECTION WITH APPROVAL 2. SLEEVES OR COMBINED OPENINGS LARGER THAN FROM ENGINEER OF THOSE SHOWN AND LOCATED WITHIN THE RECORD SECONDARY CRITICAL SECTION REQUIRE REF. 4/S5.12 FOR TYP. APPROVAL FROM THE ENGINEER OF RECORD. CONDUIT DETAIL r�� OPENING RESTRICTIONS AT COLS. WALL Q J ~ ".-' LL (6) #4 x 8'-0" W fy TOP HOOK AT `' WALL Q d 07 co W z O CONC. WALL OR BEAM ABOVE OR BELOW REF. PLAN J1/2" = 1'-011 MAX. EFFECTIVE WIDTH "W" 2'- 0" CLR. MIN. SECTION NOTES: 1. PROVIDE 2" MIN CLEAR BETWEEN CONDUITS AND TENDONS. 2. TENDON AND MILD REINFORCING LOCATIONS TAKE PRECEDENCE OVER CONDUIT LOCATIONS. 3. STACKING OF CONDUIT IS PROHIBITED. 4. CONDUITS SHALL CROSS AT AN ANGLE NO LESS THAN 45 DEGREES. THE COMBINED DIAMETER SHALL NOT EXCEED 1/3 THE SLAB DEPTH. 5. REF. 3/S5.12 FOR RESTRICTIONS AT COLUMNS. TYP. CONDUITS IN ELEVATED CONCRETE SLAB TOP OF SLAB EL. PER PLAN W J t Q D W zz O J O Q 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com NG A` OF WAS& R9 T i Q 11 ! �c� � Z �TF(cT 4742�� Off, FS S 0, REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC Review is for clouded, identified revisions only. Reference originally approved drawings. Q0 N O 00 O') O Z z O L Q LU U LL z O� LL] Z O J > J O -0CD 0 ti Z m o LL] Z C:) Q � N U ui REVISION DATE REASON FOR ISSUE H 07.07.22 AS1002 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 TYPICAL ELEVATED SLAB DETAILS CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 1" = 1'-011 3/4" = 1'-011 1" = 1'-011 TYP. SLAB ANGLE SUF REF. PLAN, 1 " M I N, 3" M,-,,,. OF ANGLE TO FACE OF THICKENED SLAB SECTION THICKENED SLAB SUPPORT AT SHEARWALL SLIP JOINT 1/2" = 1'-0" IF GAP OCCURS FILL — w/ HIGH -STRENGTH NON -SHRINK GROUT 60 DAYS MIN. AFTER STRESSING SLAB (1/2" MAX. IF GAP IS LARGER NOTIFY EOR) HOOK VERTS AT TOP OF WALL WHERE OCCURS TOP OF WALL WHERE OCCURS Cn L5x5x5/8x CONT. BETWEEN EACH EMBEDMENT CONC. WALL REF. PLAN —z= CONT. BENT PL w/ (2) #6x3'-6" DBA'S 7 @ 9" O.C. P/T SLAB REF. PLAN • • • • P/T TENDONS REF. PLAN zQ 2 g co 3/8 STAIR OPENING DOWEL BARS PER PLAN SLAB TOP REINF. #5 @ 12" O.C. WHERE REF. PLAN NONE SHOWN P/T TENDONS, REF. P/T SLAB PLAN FOR PROFILE. CONC. WALL REF. PLAN TENDON POINT AND TOP BAR IN SAME _ PLANE WHERE OCCURS ANGLE SUPPORT BELOW THICKENED SECTION, SEE PLAN O Q SLAB BOTTOM REINF. REF. PLAN X O EDGE OF SLAB : � z 00 ADDITIONAL BARS w J AS REQUIRED THICKENED w REF. PLAN LAP SLAB SECTION —] BELOW 0- J 14 SHEAR WALL SHEAR WALL REF. ELEVATIONr i REINF. REF. ELEVATION HOOK BAR REF. PLAN SLAB REINF. REF. PLAN WAIT 60 DAYS MIN. AFTER STRESSING SLAB BEFORE WELDING 5/16 N6-12 AND 5" 5/16 6-12 RETURN — CONT. 5/8" EMBEDDED PL w/ (2) 3/4" Ox6" HEADED STUDS @ 6" o.c. TYPE C P/T SLAB TO CONC. WALL DETAIL AT SLIP JOINT 1 If - 1'-0" SECTION AT SHEAR WALL 1" - 1'-0" IF GAP OCCURS FILL w/ HIGH -STRENGTH NON -SHRINK GROUT 60 DAYS MIN. AFTER STRESSING SLAB (1/2" MAX. IF GAP IS LARGER NOTIFY EOR) HOOK VERTS AT TOP OF WALL WHERE OCCURS TOP OF WALL 1 VA 121V 0 111501K41:1: J CV U N L5x5x5/8xCONT. BETWEEN EACH EMBEDMENT gar CONC. WALL REF. PLAN P/T SLAB REF. PLAN CONT. EMBEDDED PL REF. TABLE SLAB REINF. REF. PLAN / P/T TENDONS HOOK BAR REF. PLAN REF. PLAN WAIT 60 z Q DAYS MIN. AFTER t1 12-24 STRESSING SLAB BEFORE WELDING t2 4-12 t2 4-12 CONT.EMBEDDED PL REF. TABLE SLAB EMBED PL t1 t2 WALL EMBED PL PL 3/8x8 w/ 3/4"0 x 5" PL 3/4 x CONT. w/ (2) TYPE A @ 8" o.c. 1/4 5/16 3/4" Ox6" STUDS @ 8" o.c. PL 3/8x10 w/ 3/4" 0 x 5" PL 1/2 x CONT. w/ (2) TYPE B @ 6" o.c. 5/16 5/16 3/4" Ox6" STUDS @ 10" o.c. TYPE A/B P/T SLAB TO CONC. WALL DETAIL AT SLIP JOINT 1" - 1'-0" (2)#6@6"�- TYP. PLAN - INTERIOR WALL (2)#6@ "- - 12'-0" AT �Iv I ER OF SLAB SHEAR WALL LAP SPLICE LENGTH SCHEDULE (IN.) CONTINUED BAR SIZE f'c = 6,000 PSI f'c = 7,000 PSI f'c >_ 8,000 PSI VERTICAL BARS HORIZ. BARS BOUNDARY BARS VERTICAL BARS HORIZ. BARS BOUNDARY BARS VERTICAL BARS HORIZ. BARS BOUNDARY BARS #3 14 18 12 12 16 12 12 16 12 #4 22 28 16 20 26 16 18 24 14 #5 26 34 22 24 32 20 22 30 19 #6 32 40 28 30 38 26 28 36 24 #7 46 64 42 42 60 40 40 56 36 #8 52 80 50 48 74 46 44 70 44 #9 58 96 58 54 90 54 50 84 50 #10 66 116 68 62 108 62 58 100 58 #11 78 136 80 72 126 74 68 118 70 ADDITIONAL REINF. AT CONCRETE WALLS REF. PLAN P/T SLAB REF. PLAN TABLE NOTES: 1. LAP SPLICES NOTED ARE FOR LATERAL LOAD RESISTING ELEMENTS. FOR LAP SPLICES AT NON -LATERAL LOAD RESISTING ELEMENTS, REFERENCE GENERAL NOTES. 2. LAP SPLICES NOTED ARE FOR ASTM A706, GRADE 60 DEFORMED REINFORCING BARS. 3. LAP SPLICES NOTED ARE FOR NORMAL WEIGHT CONCRETE, FOR LIGHT -WEIGHT CONCRETE MULTIPLY TABLE VALUES BY 1.3. 4. LAP SPLICES NOTED ARE FOR UNCOATED BARS, FOR EPDXY -COATED BARS MULTIPLY TABLE VALUES BY 1.5 5. COMBINATIONS OF EFFECTS DUE TO CONCRETE STRENGTH, CONCRETE WEIGHT, AND EPDXY COATING ARE CUMULATIVE. 6. BOUNDARY BARS ARE ALL CONFINED VERTICAL REINFORCING BARS AT WALL ENDS OR CORNERS. V SLAB BOTTOM REINF. — REF. PLAN DOWEL BARS PER PLAN #5 @ 12" O.C. WHERE NONE SHOWN LAP X Q (2) #5 3'-0" SLAB EDGE TOP AND BOTTOM TYP. SHEAR WALL CONCRETE WALL REF. ELEVATION REF. PLAN TYP. PLAN - EXTERIOR WALL TYP. ADD'L REINF. AT CONC. WALLS 1 If = 1 '-0" SHEAR WALL ELEVATION NOTES 1 if = 1'-0" • LL m OQ ou) ��o az 0� M W J ZQ w� d SLAB TOP REINF. REF. PLAN P/T TENDONS REF. PLAN FOR PROFILE. TENDON HIGH POINT AND TOP BARS IN SAME PLANE WHERE OCCURS SHEAR WALL REINF. REF. ELEVATION SECTION AT TOP OF SHEAR WALL 1 if = 1'-0" C( W NOTE: "`j I I `�I FOUNDATION REINF. NOT SHOWN. FOUNDATION REF. PLAN TYP. SHEAR WALL AT FOUNDATION 1 If = 1'-0" CRY IES )N REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG R9 `ZP �F WAS& T � Z 47422 POD, TURAL �� FSS7 A Q0 N O 00 O') O Z z O = Q W U 0 LL z O0 >0. 0 3:z O J > J O -0 o � O CI-4 0 z m F— p W Z c:) � Q Q LLI N U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 SHEAR WALL DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 z O Lu Of > J W HORIZ REF. ELEVA FIELD' REF. E FIELD VERT. BAR REF. ELEVATION #5 [] @ 4" o.c. TYP. #5 0 @ 4" o.c. (ALT. DIRECTION) W ----- TYP. _U J w} z Q VERT. B.E. BARS W w 1 1/2" CLR TO VERT. REF. ELEVATION W z ' } ANCHOR BAR MATCH w N Q HORIZ. BAR SIZE AND LL LL z SPACING PROVIDE FULL - LLDEVELOPMENT LENGTH 1 m WITHIN BOUNDARY Z� Q ELEMENT p REF. NOTE z > 00 W NOTE: w #5 @ 4" o.c. AT CONTRACTORS Lu TYP. OPTION HOOKED ANCHOR (ALT. DIRECTION) BARS OR ANCHOR BARS w/ TERMINATION IS 6" MAX. PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. TYP. I I DOOR REF. ELEVATION 2'-4" BOUNDARY ELEMENT BOUNDARY ELEMENT DETAIL 11 1 - 11-01 1 lfl 1lm U z #5 U @ 4" o.c. (ALTERNATE DIRECTION) #5 @ 4" o.c. (ALT. DIRECTION) VERT. B.E. BARS REF. ELEVATION FIELD VEF'T REF. ELE\ VERT. BOUNDARY ELEMENT BAR #5 U @ 4" o.c. ALTERNATE DIRECTION TYP. #5 E) @ 4" o.c. TYP #5 C @ 4" o.c. TYP. DOOR OPENING TYP. 1 1/2" CLT. TO VERT. REBAR rvr\ vrINllw JILC BOUNDARY ELEMENT DETAIL 11 1 - 11-01 1 H z W 2 W J W ,It U_ ' J N Of Q U) z D Q O J m 1 6" MAX. " 1 1/2" CLR TO VERT. TYP. #5 @ 4" o.c. BASEMENT ANCHOR BAR MATCH WALL REF. 10/S5.01 2'-4" HORIZ. BAR SIZE AND BOUNDARY SPACING PROVIDE FULL DEVELOPMENT LENGTH ELEMENT BOUNDARY ELEMENT DETAIL 11 1 - 11-01 1 w U_ J In v7 In Q J 6" M TY FIELD VERT. BAR REF. ELEVATION #5 11 @ 4" o.c. TYP #5 D @ 4" o.c. (ALT. DIRECTION) TYP. VERT. B.E. BARS REF. ELEVATION ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH WITHIN BOUNDARY ELEMENT REF. NOTE NOTE: AT CONTRACTORS OPTION HOOKED ANCHOR BARS OR ANCHOR BARS w/ TERMINATION IS PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. DOOR REF. ELEVATION I I 2'-4" BOUNDARY ELEMENT I BOUNDARY ELEMENT DETAIL 1 11 - 11-011 FIELD VERT. BAR REF. ELEVATION #5 @ 5" o.c. TYP. #5 @ 5" O.C. (ALTERNATE DIRECTION) TYP. VERT. B.E. BARS REF. ELEVATION ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH WITHIN BOUNDARY ELEMENT SHEAR KEY TYPICAL CORNER BOUNDARY ELEMENT AT BASEMENT WALL 11 1 = 11-01 1 ANCHOR BAF FORMSAVER CONTRACTO OPTION HORIZ. BAR REF. 10/S5.0' BOUNDARY ELEMENT AT BASEMENT WALL 11 1 = 11-01 1 Xirnr onn 01 POUR JOINT CEY AR 31 4" o.c. o.c. �TION) WALL #5 BAR OR HOOK OR @ 3 1/2" o.c. PROVIDE TYP. TERMINATOR FOR FULL n DEVELOPMENT TYP. #5 l.J FIELD VERT. BARS @ 3 1/2" O.C. #4 AT 12" TYP FIELD VEF'r n n n REF. ELE\ r . I I I z 0 W > W 6" MAX. HORIZONTAL BARS w REF. ELEVATION 2'- 2" 1.25x LAP VERT. BOUNDARY HORIZ ELEMENT BAR REF. BOUNDARY ELEMENT SPLICE ELEVA FIELD' REF. E BOUNDARY ELEMENT AT SW #4 1 '1 = 11-0'1 Q VERT. BOUNDARY J ELEMENT BAR #5 U @ 4" o.c. 0 ALTERNATE DIRECTION TYP. ANCHOR BAR #5 E] @ 4" o.c. TYP. #5 I @ 4" o.c. TYP. Qli 0Q ~ DOOR Zo U LU OPENING _ TYP. BOUNDARY ELEMENT - w REF. ELEVATION — > FOR OPENING SIZE BOUNDARY ELEMENT DETAIL AT ELEVATOR- 1 11 - 11-01 1 WALL PIER REF. ELEVATION 1'-2" I ELEMENT BAR TYP. WALL PIER AT ELEVATOR DOOR 11 1 - 11-01 1 %A/AI I DICD V L I\ 1 U V V I Y U(l I\ I ELEMENT BAR TYP. WALL PIER ABOVE ELEVATOR 11 1 - 11-01 1 71 A 11 BOUNDARY ELEMENT AT END OF WALL 1 '1 = 11-0'1 U w _ J v7 Q J TYPICAL CORNER BOUNDARY ELEMENT 1 If - 11-011 FIELD VERT. BAR REF. ELEVATION #5 a @ 4" o.c. TYP. #5 D @ 4" o.c. (ALTERNATE DIRECTION) TYP. VERT. B.E. BARS REF. ELEVATION ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH WITHIN BOUNDARY ELEMENT REF. NOTE NOTE: AT CONTRACTORS OPTION HOOKED ANCHOR BARS OR ANCHOR BARS w/ TERMINATION IS PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. 2'-4" BOUNDARY ELEMENT #5 @ 4" o.c. (ALTERNATE DIRECTION) BASEMENT WALL LAP SPLICE REF. PLAN 0 —1 IF V6" MAX. p z O > v) LJJ z J LJ w 2 p liLu FIELD VERT. BAR REF. ELEVATION U � N > #5 @ 4" O.C. O VERT. B.E. BARS REF. ELEVATION #5 @ 4" o.c. ANCHOR BAR MATCH DOOR OPENING HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH BOUNDARY ELEMENT AT CORNER DOOR #5 U @ 4" o.c. (ALTERNATE DIRECTION) #5 @ 4" o.c. (ALT. DIRECTION) VERT. B.E. BARS REF. ELEVATION #5 @ 4" o.c ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH 1 If - 11-011 01 A 11 HORIZ REF. ELEVA FIELD REF. E NOTE: AT CONTRACTORS OPTION HOOKED ANCHOR BARS OR ANCHOR BARS w/ TERMINATION IS PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. #5 U @ 4" o.c. (ALTERNATE DIRECTION) #5 C@ 4" o.c. (ALT. DIRECTION) VERT. B.E. BARS REF. ELEVATION z O w w _J W DOOR REF. PLAN #5 C�j @ 4" O.C. ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH � BOUNDARY ELEMENT AT DOOR 1 If - 11-011 BOUNDARY ELEMENT DOOR BELOW REF. 3/S5.31 VERT. B.E. BARS REF. ELEVATION I NONNI HORIZ. BAR REF. U ELEVATION W N > 0 FIELD VERT. BAR REF. ELEVATION B.E. TIES REF. 3/S5.31 BOUNDARY ELEMENT ABOVE 1 If = 11-011 z O Q > w J W REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com NG R9 A` �F WAS& T � Z 47422 POD, 'ORA L FSS/ A � Q0 N 00 0-) O Zz O = Q W U 0 LL z O� LL] z O J > J O _0 O O 0 7 ` m p LLl Z c:) Q Lu N U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 BOUNDARY ELEMENT DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 z O Lu < Of � J W HORIZ REF. ELEVA FIELD' REF. E lflR lY U z #5 U @ 4" o.c. (ALTERNATE DIRECTION) #5 @ 4" o.c. (ALT. DIRECTION) VERT. B.E. BARS REF. ELEVATION #5 @ 4" O.C. ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH NDARY ELEMENT DETAIL 1" = 1'-0" U 2'-4" BOUNDARY ELEMENT J d c- 07 >- w A/ FIELD VERT. BAR REF. ELEVATION FIELD VEF'T REF. ELE\ VERT. BOUNDARY ELEMENT BAR #5 U @ 4" o.c. ALTERNATE DIRECTION TYP. #5 @ 4" o.c. TYP #5 C @ 4" o.c. TYP. DOOR OPENING TYP. 1 1/2" CLT. TO VERT. REBAR rvrvrINllw Ir BOUNDARY ELEMENT DETAIL 1" - 1'-0" H z w 2 W J W ,It U_ ' J N Of Q U) z Q O J m 1 1 1/2" CLR TO VERT. 6" MAX. " • "1 TYP. BASEMENT WALL REF. 10/S5.01 2'-4" • BOUNDARY ELEMENT FIELD VERT. BAR REF. ELEVATION #5 @ 5" o.c. TYP. #5 @ 5" O.C. (ALTERNATE DIRECTION) TYP. VERT. B.E. BARS REF. ELEVATION ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH WITHIN BOUNDARY ELEMENT SHEAR KEY TYPICAL CORNER BOUNDARY ELEMENT AT BASEMENT WALL 1" - 1'-0" #5 @ 4" o.c. TYP. #5 @ 4" o.c. (ALT. DIRECTION) ANCHOR BAF TYP z �~ z 0 w W w 1 1/2 CLR VERT. B.E. BARS O w TO VERT. REF. ELEVATION m w X w ANCHOR BAR MATCH HORIZ. BAR SIZE AND zz SPACING PROVIDE FULL LL DEVELOPMENT LENGTH w Q WITHIN BOUNDARY FORMSAVER � w /Till ELEMENT CONTRACTO w REF. NOTE OPTION Of z0 6" MAX. NOTE: z TYP. AT CONTRACTORS D 2i z OPTION HOOKED ANCHOR HORIZ. BAR m wX BARS OR ANCHOR BARS REF. 10/S5.0' W w/ TERMINATION IS PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. w •ON JFIELD VERT. BAR m REF. ELEVATION HORIZ. BAR REF. ELEVATION REF. ELEVATION G BOUNDARY ELEMENT DETAIL 15 1" = 1'-0" BOUNDARY ELEMENT AT BASEMENT WALL #5 �— @ 3 1/2" o.c. TYP. #5— @ 3 1/2" o.c. TYP. r . 1 �6" MAX. \ 2'- 2" 1.25x LAP BOUNDARY ELEMEN TYP. SPLICE /rMT oAn 01 POUR JOINT CEY AR 31 4" o.c. O.C. �TION) WALL BAR OR HOOK OR PROVIDE TERMINATOR FOR FULL DEVELOPMENT TYP FIELD VERT. BARS #4 @ 12" Q HORIZONTAL BARS REF. ELEVATION VERT. BOUNDARY ELEMENT BAR BOUNDARY ELEMENT AT SW #4 1 " = 1'-0" FIELD VERT. BAR REF. ELEVATION w U_ J CO 2 CO BOUNDARY ELEMENT REF. ELEVATION FOR OPENING SIZE VERT. BOUNDARY ELEMENT BAR #5 U @ 4" o.c. ALTERNATE DIRECTION TYP. ANCHOR BAR �— #5 @ 4" o.c. TYP. O0� �--Q in Lu U N ~ �w —> DOOR OPENING TYP. BOUNDARY ELEMENT DETAIL AT ELEVATOR 1" - 1'-0" #5 U @ 4" o.c. ALTERNATE DIRECTION #5 L @ 4" o.c. ALTERNATE DIRECTION J #5 C�j @ 4" O.C. VERT. BOUNDARY ELEMENT BAR TYP. AG WALL PIER AT ELEVATOR DOOR -0" c. ALTERNATE TION c. ALTERNATE TION VERT. BAR :LEVATION . . BOUNDARY ELEMENT BAR TYP. G WALL PIER ABOVE ELEVATOR 7 1" = 1'-0" LAP SPLICE O • w > J w HORIZ. BAR J REF. ELEVATION / FIELD VERT. BAR J REF. ELEVATION 0 2'-4" (2'-0" AT SIM.) BOUNDARY ELEMENT oom U LJJ N O #5 U @ 4" o.c. (ALTERNATE DIRECTION) #5 @ 4" o.c. (ALT. DIRECTION) VERT. B.E. BARS REF. ELEVATION �6" MAX. BOUNDARY ELEMENT AT END OF WALL 1 " = 1'-0" #5 @ 4" o.c ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH TYPICAL CORNER BOUNDARY ELEMENT 1 If - 1'-0" LAP SPLICE FIELD VERT. BAR REF. ELEVATION #5 a @ 4" o.c. TYP. #5 @ 4" o.c. (ALTERNATE DIRECTION) TYP. VERT. B.E. BARS REF. ELEVATION ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH WITHIN BOUNDARY ELEMENT REF. NOTE NOTE: AT CONTRACTORS OPTION HOOKED ANCHOR BARS OR ANCHOR BARS w/ TERMINATION IS PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. 2'-4" c. BOUNDARY ELEMENT (A @ 4" o. (ALTERNATE DIRECTION) BASEMENT WALL REF. PLAN 6" MAX. p 0 z _O > (n W z J LJ W -------- T LL Lu FIELD VERT. BAR REF. ELEVATION U w N > #5 C�j @ 4" O.C. O 1 1 VERT. B.E. BARS REF. ELEVATION #5 @ 4" o.c. ANCHOR BAR MATCH DOOR OPENING HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH BOUNDARY ELEMENT 1 AT CORNER DOOR 1 If - 1'-0" 01 A HORIZ REF. ELEVA FIELD REF. E NOTE: AT CONTRACTORS OPTION HOOKED ANCHOR BARS OR ANCHOR BARS w/ TERMINATION IS PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. #5 U @ 4" o.c. (ALTERNATE DIRECTION) #5 C@ 4" o.c. (ALT. DIRECTION) VERT. B.E. BARS REF. ELEVATION z O w w _J W DOOR REF. PLAN T- #5 @ 4" o.c. ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH � BOUNDARY ELEMENT AT DOOR BOUNDARY ELEMENT DOOR BELOW REF. 3/S5.31 VERT. B.E. BARS REF. ELEVATION I Mimi r HORIZ. BAR REF. U ELEVATION w N > O FIELD VERT. BAR REF. ELEVATION B.E. TIES REF. 3/S5.31 BOUNDARY ELEMENT ABOVE 1 If = 1'-0" z O Q W J W 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N A. I NGR `ZP OF WAS& 9 T z �TF(cT 47422 O� ORA L ENS �SS/ONAL ENG REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. Q0 N O 00 O-) O Z z O = >Q W U zz LL O0 �LLJ 0 3:z O J > J O -0 L)O 0 ti Z m I� p W Z C:) Q ui N U REVISION DATE REASON FOR ISSUE G 06.22.22 AS1001 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 BOUNDARY ELEMENT DETAILS CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 H m Q J co COUPLING BEAM REFERENCE DETAIL TOP BARS BOTTOM BARS TIES DIAGONAL BARS #LEGS SIZE SPACING LONG. BAR TIE BAR C1-CB1 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. C2-CB1 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. C2-CB2 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. C2-CB3 3/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. (4) #9 #4 @ 8" C2-CB4 2/S5.32 (3) #7 (3) #7 (2) #4 6" o.c. - - C2-CB5 2/S5.32 (3) #7 (3) #7 (2) #4 6" o.c. - - C2-CB6 3/S5.32 (3) #7 (3) #7 (2) #4 6" o.c. QA (8) #8 #4 @ 8" C4-CB1 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. C4-CB2 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. NOTES 1. TIE CONFIGURATIONS (2) LEGS (3) LEGS (4) LEGS 2. EXTEND TOP AND BOTTOM BARS PAST COUPLING BEAM BY 1.25Ld, OR HOOK BARS OR TERMINATIORS WITH 1.25Ld. 3. MAX. (3) BARS PER ROW, ROWS TO BE 4" o.c. MAX. VERT. COUPLING BEAM SCHEDULE 1 1 /2" = V-0" UV I I Vlvl BAR REF. SCHEDULE If OPENING REF. PLAN ELEVATION A -A AIRS 1.25x LAP LENGTH INTO WALL BEYOND OPENING PROVIDE STD. HOOKS OR TERMINATOR HEADS WHERE LENGTH CANNOT BE ACHIEVED. BOTTOM OF REF. PLAN TOP REINF. REF. SCHED AND NOTES AND 3. COUPLING BEAM TIES REF. SCHEDULE AND NOTE 1 ir91aAwe] 7g011kqEel REF. ELEVATION I I I I VARIES REF. ELEVATION . -A (EXTEND ADJANCET WALL HORIZ. REINF. THROUGH COUPLING BEAM) BOTTOM REINF. REF. SCHEDULE AND NOTES 2 AND 3 STD COUPLING BEAM DETAIL 1" = 1'-0" BEAM WIDTH Q "W" BOTTOM OF OPENING REF. PLAN DIAGONAL REINF. EACH WAY REF. SCHEDULE CLOSED STIRRUPS REF. EL. / SCHED. BOTTOM BARS REF. SCHEDULE #7 TOP BARS REF. SCHEDULE -- SLAB BAR REF. PLAN #4 @ 8" o.c. EACH FACE HORIZ. BARS DOWEL BAR REF. PLAN CROSS TIES AT EACH HORIZ. BAR REF. SCHEDULE I � I OPENING BELOW TOP OF OPENING r REF. ELEVATION I I I A I NOTE: ALTERNATE LOCATION J 900 AND 135' HOOKS ON CROSS TIES ENGAGING THE SAME HORIZ. BAR. DIAGONALLY REINFORCED COUPLING BEAM DETAIL 1 " = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG R9 A` �F WAS& T � a 47422 POD 'ORA L FSS7 A Q0 N O 00 O') O o P- Z z O = Q W U 0 LL z O0 0 Z O J > J O � o � O CI-4 0 Z m F_ p W Z c:) � Q Q LLI N U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 COUPLING BEAM DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 REVIEWED July 17, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC * Review is for clouded, identified revisions only. Reference originally approved drawings. * COUPLING BEAM REFERENCE DETAIL TOP BARS BOTTOM BARS TIES DIAGONAL BARS #LEGS SIZE SPACING LONG. BAR TIE BAR C1-CB1 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. C2-CB1 2/S5.32 (3) #6 (3) #6 (2) #4 6" o.c. C2-CB2 2/S5.32 (3) #6 (3) #6 (2) #4 6" o.c. C2-CB3 3/S5.32 (3) #7 (3) #7 (2) #4 6" o.c. (4) #9 #4 @ 8" C2-CB4 2/S5.32 (3) #7 A (3) #7 (2) #4 6" o.c. - - C2-CB5 2/S5.32 (4) #7 (4) #7 (2) #4 6" o.c. G (6) #7 #4 @ 8" C2-CB6 3/S5.32 (3) #7 (3) #7 (2) #4 6" o.c. QA (8) #8 #4 @ 8" C4-CB1 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. C4-CB2 2/S5.32 (2) #6 (3) #6 (2) #4 6" o.c. NOTES: 1. TIE CONFIGURATIONS (2) LEGS (3) LEGS (4) LEGS 2. EXTEND TOP AND BOTTOM BARS PAST COUPLING BEAM BY 1.25Ld, OR HOOK BARS OR TERMINATIORS WITH 1.25Ld. 3. MAX. (3) BARS PER ROW, ROWS TO BE 4" o.c. MAX. VERT. COUPLING BEAM SCHEDULE 1 1/2" = 1'-0" co co Lu z c LIIJ I I VIVI BAR REF. SCHEDULE If OPENING REF. PLAN ELEVATION A -A AIRS 1.25x LAP LENGTH INTO WALL BEYOND OPENING PROVIDE STD. HOOKS OR TERMINATOR HEADS WHERE LENGTH CANNOT BE ACHIEVED. BOTTOM OF REF. PLAN TOP REINF. REF. SCHED AND NOTES AND 3. COUPLING BEAM TIES REF. SCHEDULE AND NOTE 1 TOP OF OPENING REF. ELEVATION I I I I VARIES REF. ELEVATION , � — (EXTEND ADJANCET WALL HORIZ. REINF. THROUGH COUPLING BEAM) BOTTOM REINF. REF. SCHEDULE AND NOTES 2 AND 3 STD COUPLING BEAM DETAIL 1" = 1'-0" BEAM WIDTH Q "W" BOTTOM OF OPENING REF. PLAN F I DIAGONAL REINF. EACH WAY REF. SCHEDULE CLOSED STIRRUPS REF. EL. / SCHED. BOTTOM BARS REF. SCHEDULE #7 TOP BARS REF. SCHEDULE -- SLAB BAR REF. PLAN #4 @ 8" o.c. EACH FACE HORIZ. BARS DOWEL BAR REF. PLAN CROSS TIES AT EACH HORIZ. BAR REF. SCHEDULE I l I OPENING BELOW TOP OF OPENING r REF. ELEVATION I I I A I NOTE: ALTERNATE LOCATION J 900 AND 135' HOOKS ON CROSS TIES ENGAGING THE SAME HORIZ. BAR. DIAGONALLY REINFORCED COUPLING BEAM DETAIL 1 " = 1'-0" 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG R9 A` OF WAS& T � a �TF(c4742 T O� BRA L �SS/ONAL ENG Q0 N O 00 0') O o P- Z z O = Q W U 0 LL z O0 0 Z O J > J O -0 o � O 0 ti Z m F_ p W Z C:) � Q Q LLI N U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 G 06.22.22 AS1001 REVISION Jul 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 COUPLING BEAM DETAILS CONSTRUCTION SET DATE PROJECT NUMBER 03/14/2022 21900393-R20 e REVIEWED N N 14 P/T SLAB 3/4" CLR N S6.01 3 1/4" February 22, 2022 N 2" WIDE BEVELED 3" N EACH SIDE SHIM PLATE x CONT HSS REF. PLAN MIN. 3/8" BENT PL P/T SLAB TYP. 3/16 TO PROVIDE 1/4" PER x CONT. 4„ Reviewed by: DBeCk Q FT SLOPE ON DECK BECK & ASSOCIATES, PLLC ROOF DECK SCHEDULE M-2 ROOF DECK WELD PER S0.03 16 CONNECTIONS SPANNIG SHORT TYP. 15 DECK DECK TYPE DIRECTION REF PLAN S6.01 PL 3/4x4" AT SUPPORT AT PARALLEL EMBED PLATE S6.01 DESIGNATION AND GAUGE MEMBERS MEMBERS AT SIDE LAPS NOTES 3" STEEL DECK 3/8x9"x0'-9" w/ (4) 3/4" O 3 SIDES REF. PLAN x 6" HD'D STUDS @ M-2 1 1/2"-20 GA. 36/4 PATTERN w/ HILTI X-ENP-19 N 1/4 5" o.c. EACH WAY HSS6x6x3/8 TYPE B HILTI X-ENP-19 @ 24" o.c. VSC2 @ 24 o.c. NOTE 2 Q 3%18 GA. 32/3 PATTERN w/ HILTI X-ENP-19 G Q 1 M-1 TYPE N HILTI X-ENP-19 @ 24" o.c. VSC2 @ 24" o.c. NOTE 2 . • • . � I w CONC. COLUMN F � 3" REF PLAN N q m MCx16.3 TYP. p 3/8" BENT PL _ 14 (0) Z Q NOTES: 1/4 3-12 w N L�7 XX m x CONT. 38 NORTHWEST DAVIS, SUITE 300 Q PORTLAND, OR 97209 TYP. Q 1. REF. GENERAL STRUCTURAL NOTES FOR BASIS OF DESIGN DECK PROPERTIES. (1/4) 3-12 w 1"/ 4 - (D x 503.245.7100 N U) 2. BASIS OF DESIGN FOR DECKING AND FASTENERS IS VERCO. USE OF ALTERNATE DECK 5/16 (3) SIDES 3/4"O ANCHOR 1505 5TH AVE, SUITE 300 17 = SUPPLIERS REQUIRES AN ENGINEERED FASTENER SUBMITTAL PER EQUIVALENT BOLT @ 24" o.c. SEATTLE, WA 98101 PL 3/8x6"x0'-9" EA SIDE LOCATE BOLTS IN S6.01 SLAB ON GRADE DIAPHRAGM SHEAR STRENGTHS. CONCRETE OF HSS w/ (2) 3/4" O UPPER HALF OF WALL THRU BOLTS IN STD. SLOTTED HOLES, 8 EMBED PL 3/4x6"x1'-0" 206.576.1600 HOLES I I TYP w/ (6) 5/8" QJx5" HD'D " MU WALL 1014 HOWARD STREET STUDS IN (2) ROWS AT SAN FRANCISCO, CA 94103 NOTE: LL HSS JAMB w/ GALVANIZE ALL EXPOSED STEEL 3 1/2" HORIZ SPLICING 415.252.7063 13/16" x 2 1/2" VERT SLOTTED HOLES FINISH REF. ARCH © ANKROM MOISAN ARCHITECTS, INC. JAMB TOP DETAIL COLIING DOOR ELEVATION ROOF DECK SCHEDULE CANOPY AT CONCRETE WALL DETAIL AT LOW SHED ROOF 14 1 1/2" = 1'-0" 1 3/16" = 1'-0" 9 1" = 1'-0" 5 1" = 1'-0" 1 1" = 1'-0" 111 SW Fifth Ave., Suite 2600 HSS16x4 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com PL 1/2 x 7 1/2 x V-0" P/T SLAB SLAB CONTINUES BOLTS/@O4" O.C. HOR AT SIM. HSS16x4 EACH ��PNoA.WANGRq� CENTERED ON PL EACH 1/2" GAP SIDE ♦ (1/4) 6 SIDE - - MAX. �I 1/4 TYP. _ �Q �o HSS JAMB F-T I i L4x4x5/16x0'-6" w/ (2) - - - - - - - EMBED PL 3/8x12x1'-0" - -- - -- L� T �. I i 3/4"0 A307 THRU w/ (4) 3/4"QJx6" HD'D. STUDS @ 6" O.C. EACH O AL p� PL 3/8x3x0'-7" EACH BOLTS 3" o.c. TYP �, �G�T 47a2z CENTERED ON HSS W/ SIDE I � - WAY CENTERED ON FULL BEARING ON HSS \ � � , 1/4 HSS TYP. GAP ��SSi�A!-' 3/4" MAX. i A - - - A 22 Q ON WALL AT SIMEMBED CENTER EMBED GAP BELOW, TYP 1 1/2 NON -SHRINK _ •';••_ GROUT EO PL 3/8x4"x0'-6 1/2" EACH \ \ N © SIDE OF HSS W/ (2) 3/4" 0 \ - - - - r THRU BOLTS CENTERED \ 0 O O O IN VERT SHORT O O O SLOTTED HOLES, TYP EACH 1 1/2" HSS HEADER SECTION A -A EACH SIDE o0 i SIDE TYP. REF. 13/S6.01 (1/4) BENT PL 5/16"x12"x 6" I n 16" PL 3/8x7 1/2x1'-0" w/ TYP. (1/4) FIT TIGHT TO SIDES OF CMU WALL 1 1/2" 3" 1/4 (2) 3/4' ANCHOR TYP. BOLT @ 9" o.c. CMU WALL 1 1/2" 1/4 HSS REF. PLAN REF. PLANS CMU WALL 8" CMU WALL REF. PLANS SLOPING HSS 6x6 HEADER AT HSS HSS AT TOP OF CMU 0 TOP OF CMU AT P/T SLAB 0 HSS TO HSS AT SHED ROOF HSS AT LOW ROOF 15 1 1/2" = 1'-0" 11 1 1/2" = 1'-0" 10 1 1/2" = 1'-0" 6 1 1/2" = 1'-0" 2 1 if = 1'-0" A A ANGLE n BENT PL 3/8x16"x 8" 18" N TO EMBED, 1/4 6 1 1/2 w/ (3) 3/4"Ql THRU 1/4 3/4" 00 TYP. EMBED PLATE BOLTS IN STD. 1/4 GAP O 3/8x15"x1'-3" w/ (4) HOLES co z 3/4"0 x 6" HD'D STUDS @ 9" o.c. (3) SIDES EACH WAY EACH iv 1/4 (3) SIDES SIDE OF 4D 1/4 N Z z CONC. COLUMN 2" BEVELED SHIM 1/4 3 SHIM TYP. O _ PLATE CONT OVER 2 HSS HEADER HSS REF 5/S6.01 FOR - N_ Q REF. 13/S6.01 ADD'L INFO � / ® � T > 3/16 P/T SLAB ®� `n o W L4x3x3/8x1'-2" LLH w/ 3/16 TYP. BENT PL U)- � - ' - 3x3x3/8x0'-6" 0 (2) 3/4" 0 A307 THRU � PL 3/8x5x0'-5" EACH � N LL z BOLTS @ 3" o.c. TYP i SIDE OF HSS w/ r PL 1/4x3x0'-3" TYP EMBED PL 1/2x8x0'-8" iv O W/ (4) 3/4" Ox6" HD'D. O AS EQ D BOLT O STUDS @ 4" o.c. EACH WAY, TYP _______ � LJJ NOTE: MC6 REF PLANS, COPE (3) SIDES EACH SIDE REF. 15/S6.01 FOR AT HSS SUPPORTS 1/2" GAP 3/16 TYP. �'� (1/4) �•/ > z ADD'L INFO. MAX. HSS 16x4 O 1/4 > > o CMU WALL EDGE VERT. EMBED PL J M J REINFORCING DO NOT 1/4 O 1/2x1OxV-2" w/ (6) -0 o SECTION A -A DS BETWEEN 0-0- CUT NOR DAMAGE CMU AFILL ONID BENT PLATE 3/4"O x 5" HEADED T 0 o Q } STUDS IN (2) ROWS i N COMPLETELY w/ NON- CONC. COLUMN @ 6" o.c. HORIZ. ~ z co- - - SHRINK GROUT I— O LLJ it coNOTE: SPACING O LOCATE WALL REINFORCING PRIOR TO DRILLING HOLES Z N_ 2 SECTION A -A _ _ ^ / FOR BOLTS. FILL HOLES WITH EPDXY IF LARGER THAN Q N U wo STD HOLE DIAMETER I � PL 1/4x4 EACH SIDE Q HEADER AT CONC. COLUMN (OF HSS, TYP. OF HSS, TYP HSS TO CMU AT SHED ROOF HSS AT CONC. COLUMN 1 OF HSS, TYP I I 1/4 / �i REVISION DATE REASON FOR ISSUE 16 (3/16) / , 7 3 1 " = 1'-0" 1 1 /2" = 1'-0" 1 1/2" = 1'-0" 1 06.18.21 Addendum #01 HSS2x2x3/16 PL 1/4x6x0'-6" EACH SIDE OF HSS, TYP / HSS4x4x1 /2 / / / �1 I I � / ; 1 DECK WELD REF. RES U B DETAIL 9/S6.01 CONCRETE WALL Feb 22 2022 REF. PLAN CITY OF EDMONDS C.J.P. , / PL 1/4 x 7 1/2 x CONT. DEVELOPMENT SERVICES ROOF DECK, REF. PLAN TYP / , DEPARTMENT 3/4" M CONCRETE SLAB HSS JAMB I � � / � PROVIDE BOLT HSS6x4 1 1/2" bId2021-0116 COPE HSS AT CHANNEL A / PROJECTION ADEQUATE TYP. N EMBED PLATE I I 3/8x12"x1'-0" w/ (4) FOR SLOPING TOP OF 3/4"0 x 4" HD'D. _ WALL GROUT PLATE - - - - - - - - - - _. ; I I STUDS @ 6" o.c. - - - - - - - THICKNESS AND ROOF DECK ALLOWING FOR FULL fl I C° 01- EACH WAY — — REF. PLANS Q NOTCH AROUND ENGAGEMENT OF NUT - - - - - - - - - - 1/4----------- ------ ---- ANCHOR BOLTS z STEEL DETAILS SLAB ON GRADE HSS4x4x1/2 AS REQUIRED PL 3/8x4x0'-6" EACH SIDE i OF HSS w/ (2) 3/4" O A325N BOLTS @ 3" o.c. EACH A 3" MAX NON - SIDE OF PL 1/2x4x0'-4" ALIGN SHRINK GROUT 1/4 1/4 3 HSS WITH HORIZ HSS L HSS4x4 REF. PLAN CMU WALL WITH 1/4 3/4" O ANCHOR BOLT SLOPING TOP G M P/PERMIT SET MC6 REF. PLAN, TYP @ 24" o.c. Y INSTALL PERP TO EMBEDED PL 1/2x10x1'-0" E TOP OF WALL w/ (4) 3/4" Ox5" HEADED STUDS IN (2) ROWS AT 6" o HORIZ. SPACING 4F rn DATE PROJECT NUMBER CD 05/21 /2021 21900393-R20 NSHEET NUMBER O F JAMB AT BASE DETAIL 0 ENTRY CANOPY SECTION 0 LOW ROOF AT CMU WALL 0 ELEVATOR RAIL SUPPORT uj 1 1 1/2" = 1'-0" 1 1 1/2" = 1'-0" 1 1/2" = 1'-0" 4 1" = 1'-0" S6.01 U CANOPY - BASE PLAN 1/4" = 1'-0" NOTE: * PROVIDE WEEP HOLES WITHIN 12" OF LOWER SUPPORT ON BOTTOM FACE OF SLOPED BEAMS AND WITHIN 12" OF TOP OF WATERPROOFING AT BOTTOM OF COLUMNS, TYP CANOPY - SECTION 1/4" = 1'-0" SHOP V CONTRACT OP HSS 4x2 w/ WEEP HOLE PER 4/S6.02 3 SIDE TYF SHOP WELL A7 CONTRACTOR': OPTION CANOPY -BEAM TO GIRDER CONNECTION 1 " = 1'-0" 00 10 2 00 ��b '5 co HSS 6x6 D JOINTS TO PREVENT TRUSION INTO HSS , TYP. (:)j YP. ix6 LEVEL 2 CANOPY - ROOF PLAN 1/4" = 1'-0" SHOP WELD AT CONTRACTOR'S 5/16 OPTION HSS6x6 3 SIDE TYP SHOP WELD AT CONTRACTOR'S 5/16 OPTION AT EDGE OF COLUMNS w/o BEAMS �5/16 HL+c+ c_.n_ 14'-0" TYP. PL TO HSS 5/16 COLUMN SECTION HSS6x6x3/8 CONTIUNITY PL TO MATCH HSS6x6x3/8 FLANGE, TYP. i i HSS6x6 NOTES: 1. SEAL WELD JOINTS TO PREVENT WATER INTRUSION INTO HSS MEMBERS, TYP. 2. ANGLE OF BEAM VARIES, REF. SECTIONS AND ARCH. CANOPY -BEAM TO COLUMN MOMENT CONNECTION ill = 1'-011 EMBED PLATE 3/8x12"x1'-0" w/ (4) 1 /2" 0 x 4" HD'D STUDS @ 8" o.c. EACH WAY CANOPY -COLUMN BASE CONNECTION ill = 1'-011 HSSE CANOPY - SECTION 1/4" = 1'-0" HSS6x6 LEVEL 2 11T-0" REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION ffri,& C44^ter BUILDING OFFICIAL Jan 30 2023 APPROVED DATE • • 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com 10021900393 R-20 N A. I NG Rq Ay� OF WAS i �G, Q �� c Z 0� BRA L EN a 0 Lam' r� N O 00 m z V1 0 0 � Z z O V) 0 Vl LL c) 0 z z LL O O2 o Of O 0 z O v w J ru o O oO N o O CID Z z aN Qw REVISION DATE REASON FOR ISSUE 1 12.30.22 CCD 003 REVISION Jan 09 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 STEEL DETAILS CONSTRUCTION SET DATE PROJECT NUMBER 11 /11 /2022 184470 I A nn (2) 10d C "A" "A" "A" "A" "A" "A" 1'- 2" MAX. "A" I 2 a d/3 MAX. Q F- 2 Oz HOLE 2x STUDS NOTE: NOTES: ALIGN TOP PL SPLICE w/ STUD. 0° 1. BEARING WALL ANCHOR BOLT SPACING = 54" o.c. MAX. USE 5/8" 0 ANCHOR BOLTS. TYPICAL BEARING 2. EACH SILL PIECE SHALL HAVE (2) BOLTS MIN. LOCATE WALL TOP PLATE SPLICE 0 BOLTS CLEAR OF STUDS AND POSTS. Q ill 11-011 3. "A" DIMENSION SHALL BE 4 1/2" MIN. AND 12" MAX. 4. ALL OVERSIZED BOLT HOLES (HOLES > 1/16" + A.B. 0) A SHALL INCLUDE A PLATE WASHER THAT COVERS HOLE. O PENETRATION WHERE OCCURS SILL PLATE BOLT BOLTING - BEARING WALLS 2x4 BLC @ 24" o `_OOR OR ROOF 1EATHING AS CURS 10dx1 1/2" NAILS F EACH JOIST SECTION A -A -' A TYPICAL 2x6 BLOCKING TYPICAL ADD'L. STUD V IJ IJ ULL I._,r3 PL PIPE OF CONDUIT CENTERED IN PLATE DOUBLE TOP PL (3) 10d TYP. TYPICAL WALL STUD 2x6 BLOCK EACH FACE OF WALL PIPE OF CONDUIT CENTERED IN PLATE DOUBLE TOP PL SIMPSON RPS STRAP STUD WITHIN 3" EACH WAY. ADD ADD'L. STUDS AS REQ'D. I>< � PIPE OF CONDUIT 2x4 FLAT CENTERED IN PLATE (2) 10d NAIL MIN. 20 GA. CONT. TRACK OR 1/4"Q1x4 1/2" SIMPSON I FLOOR DECKING BENT PL w/ 2" LEGS. SIDS SCREW @ 8" o.c. WIDTH TO MATCH TO TOP PL ALT. PUS (2) 1Od NAILS EACH PARTITION WIDTH + 1/8" END - - - -+----- - - - - -+ T+T I- -I T+ TOP PL I I 1 DOUBLE TOP PL FLOOR OR ROOF + JOIST AS OCCURS INTERIOR NON- (2) 1/4"fZ�x4 1/2" SIMPSON BEARING PARTITION SIDS SCREWS TO EACH WALL STUD TYP. 2x8 LEDGER EXTEND MIN. (2) STUDS EACH WALL STUD TYP. WAY OF PENETRATION NOTE: LEDGER MAY BE INSTALLED OVER SHEATHING. TYPICAL CORRIDOR LEDGER NON -BEARING PARTITIONS AT FLOOR JOISTS 1 If = 1'-0" 20 GA. C( w/ 2" LEG TO MATC PARTITIC NON -BEARING PARTITIONS AT TOP PLATE )dx2" NAILS AT I TRUSS LOCK LOCKING " o.c. w/ (2) JAILS EACH ROOF TRUSSES PLATE WALL HOLE MINIMUM SIZE TYPE DIAMETER REINFORCEMENT SPACING 1" OR LESS NONE 8" o.c. 1 3/4" OR LESS 2x6 BLOCKING 24" o.c. 2x4 TYPICAL ADD'L. STUD EACH SIDE AND 2 1/2" OR LESS SIMPSON RPS22 EACH SIDE 48" O.C. 1 1/2" OR LESS NONE 8" o.c. 2x6 BLOCKING OR 2x6 TYPICAL 2 1/2" OR LESS ADD'L. STUDS 24" o.c. ADD'L. STUD EACH SIDE AND 3 1/2" OR LESS SIMPSON RPS22 EACH SIDE 48" o.c. 2 1/2" OR LESS NONE 12" o.c. ADD'L. STUD EACH SIDE AND 2x6 CORRIDOR 3 1/2" OR LESS SIMPSON RPS22 EACH SIDE 24" o.c. 2x8 LEDGER AT CORRIDOR REMAINDER AND SIMPSON RPS22 OPP. 48" o.c. TYPICAL PLATE PENETRATION 1 if = 1'-0" REF. PLAN FOR SOLE PL NAILING AT HOLES IN TOF PLATES REF. 5/S1 AND 10/S7.01 LAP PLATES AT A INTERSECTIONS AND CORNERS REF. 7/S7.01 REF. 7/S7.01 FOR WALL ENDS AND INTERSECTIONS PROVIDE MULTIP STUDS OR POST; ~ UNDER ALL BUIL- CD JOISTS OR BEAM w MATCH WIDTH OI JOISTS, BEAMS, GLULAM 3/4" MAX. Q RAFTERS ABOVE REF. PLAN REF. 11/S7.01 FOI 1 1/2" BOLT REQUIREM A307 THRU BOLT (2) 1/4"x4 SIDS SCRI PLAN ---- :1 /4xO'-7" EACH SIDE OF HSS HSS TO GLULAM NOTES: 1. CUTTING, NOTCHING OR BORING OF STUDS OR PLATES SHALL COMPLY w/ 5/S7.01 AND 6/S7.01. 2. OMIT MID HEIGHT WALL BLOCKING FOR WALLS15 12'-0" HEIGHT IF A MIN. OF ONE FACE OF 5/8" GWB IS PROVIDED w/ 6d WALL BOARD NAILS @ 7" O.C. 1 TYPICAL BEARING WALL ELEVATION 1 1/2" = 1'-0" N.T.S. 10d @ 12" o.c. WALL STUD W PENETRATION SIMPSON HSS STUD SHOE STUD HOLE REINFORCEMENT SIZE WIDTH REQUIRED 2x4 1" OR LESS NONE 1 3/4" OR LESS ADD'L. 2x4 OR SIMPSON HSS 2x6 1 1/2" OR LESS NONE 2 1/2" OR LESS ADD'L. 2x4 OR SIMPSON HSS 2x8 1 1/2" OR LESS NONE 2 1/2" OR LESS ADD'L. 2x4 OR SIMPSON HSS 4" OR LESS ADD'L. 2x6 ADD'L. STUD PER TABLE FULL HEIGHT PIPE OR CONDUIT CENTERED IN STUD PIPE OR CONDUIT LOCATED AS REQUIRED TO PASS THROUGH STUD SHOE TYPICAL STUD PENETRATION (2) 1Od NAILS EACH END 10d NAILS 4CH END 10d NAILS NCH END 3 10d NAILS 1 1/2" OPTION 1 OPTION 2 @ 12" o.c. TYP. NOTE: REF. 7/S7.04 FOR REQUIREMENTS AT SHEAR WALLS. TYPICAL WALL CORNERS WALL STUD REF. NOTE #5 REF. PLAN BELOW TYP. L � \1 ®-- -� Q w BLOCKING OR FLOOR JOIST D F- RIM JOIST O Q wo FL NOTES: 1. "A" DENOTES REQUIRED CLEAR DISTANCE FROM TOP OF PIPE TO TOP OF OPENING. 2. DEPTH "A" IS BASED UPON A MAX. MOISTURE CONTENT OF 19% AT TIME OF INSTALLATION OF PLUMBING. 3. HOLE DIAMETER + "A" SHALL NOT EXCEED ALLOWABLE HOLE SIZES IN STRUCTURAL MEMBERS SHOWN IN 4/S7.01 AND 6/S7.01. 4. INSTALL PIPE AT BOTTOM OF SLOTTED HOLE. 5. LOCATION OF HOLES IN STRUCTURAL MEMBERS (STUDS, JOIST, PLATES, ETC.) SHALL BE REF. 4/S7.01, 5/S7.01 AND 6/S7.01 AND THE GENERAL STRUCTURAL NOTES. OVERSIZED HOLES FOR SHRINKAGE N.T.S. 2x"W" 6" MAX. HOLE MIN. MIN. DIAMETER = "W"/3 RIM JOIST Z N 2x JOIST ELEVATION EXCLUDES I -JOISTS 41 NOTES 1. "W" DENOTES DEPTH OF WOOD MEMBER. 2. ALL HOLES TO DRILLED, NOT SAWN. 3. NOTCHING OF JOISTS NOT PERMITTED. 4. HOLES TO BE LOCATED IN MIDDLE 1/3 OF DEPTH "W". HOLES AT SOLID SAWN JOISTS N.T.S. � N.T.S. 4'-0" MIN. LAP FOR PLATE SPLICE REF. 8/S7.01 FOR TOP PLATE LAP REQUIREMENTS 10d NAILS NAILS STAGGERED @ 12" o.c. MAX. U.N.O. 6x OR BUILT-UP BLOCKING AT 2-HOUR WALLS WALL STUDS REF. PLANS (AT FURRED AND NON - BEARING INTERIOR PARTITIONS 2x4 MIN. STUDS SPACED @ 24" o.c.) REF. 6/S7.01 FOR REQUIREMENTS AT HOLES IN STUDS 6" 1' - 0" 9" 5 1/2" MIN. MIN. MIN. MAX. OU N J 3:O MAX. HOLE DIAMETER = "W"/3 TYP.NOTCH co X 3„ TYI SOLE PL PLAN VIEW AT FOUNDATION SPACING PER SCHEDULE W010 + + + + + + + HOLE DIAMETER LIMITED BY TOP 3" CLR. PL HOLE SIZE TYP. REF. 10/S7.01 SOLE PL PLAN VIEW AT FLOORS NOTES ADD ADDITIONAL ANCHOR BOLT EACH SIDE OF HOLE/NOTCH OVERSIZED NOTCH OR HOLE IN SILL PL WOOD DIAPHRAGM SCHEDULE TYPE THICKNESS EDGE FIELD BLOCKING NOTES (SPAN RATING) NAILING NAILING D-1 7/8" 10d @ 6"o.c. 10d @ 12"o.c. NONE 1" GYPCRETE TOPPING 7/8" PLYWOOD D-2 OVER 4x6 T&G 10d @ 6"o.c. 10d @ 12"o.c. NONE 1" GYPCRETE TOPPING DECKING D-3 3/4" 10d @ 6"o.c. 10d @ 12"o.c. NONE EDGE NAIL STAGGER PANEL TYP. SIDE JOINTSIr I II 11 11 II II 11 II II EDGE I II II II II II II 11 II II II II II II II 11 II II NAILING II II II II 11 11 II I II II 11 II II II II 11 11 II 11 FRAMING I II II 11 II II II II 11 11 II 11 - - - - - - - - � -I I II 11 II II II II 11 11 II 11 II I II II II I 11 11 EDGE NAIL I 11 II 11 I II II II II II I 11 11 II I II II II II II 11 ALONG SHEAR II II 1 II II II 11 WALL OR 1 1 11 1 DRAG STRUT r - - - - - - - - - FIEL REF.PLAN �_�L-l�_Il_--L_Il-�� TYPDNAIL -I f - T 1 r FF I - -� r � I II 11 II II 11 II I II j1 BEARING/SHEAR II II II II II 11 11 j1 I 11 11 II 11 II 11 II BLOCK EDGES WALL OR BEAMS AS REQUIRED 1 11 11 11 11 11 ON PLAN II 11 II II NOTES 1. PROVIDE 1/8" GAP AT ALL PANEL JOINTS. REF. GENERAL STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2 PANELS SHALL NOT BE LESS THAT 4'-0"x8'-O" EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSION SHALL BE 24" UNLESS ALL EDGES OF UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. 3. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS. WOOD DIAPHRAGM SCHEDULE N.T.S. NOTE: JOIN MULTIPLE STUDS WITH (2) ROWS 10d NAILS STAGGERED @ 12" o.c. TYP. CRIPPLE STUD TO ALIGN w/ TRIM STUD ABOVE WHERE APPLICABLE, U (4) 10d NAILS N J + + O EACH SIDE + + TRIMMER - STUD ADD ADD'L. SOLE KING STUD - PLANCHORAGE EACH SIDE OF HOLES REQUIRENING TOP SILL -� PL TO REINFORCEMENT (2) 10d NAILS TYP.EACH SIDE TO EAC SILL 1. "W" DENOTES WIDTH OF WOOD MEMBER. 2. WHERE NOTCH OR HOLE IS GREATER THAN NOTED, PROVIDE ADDITIONAL ANCHOR BOLT EACH SIDE. 3. WHERE BOLT IS LESS THAN 1" CLR. FROM EDGE, PROVIDE ADDITIONAL ANCHOR BOLT. 4. ALL OVERSIZED BOLT HOLES (HOLES GREATER THAN 1/16" + ANCHOR BOLT DIA.) SHALL BE FILLED w/ EPDXY FOR TIGHT FIT. 5. ALL HOLES TO BE DRILLED, NOT SAWN. 6. ALL NOTCHES TO HAVE CORNERS PREDRILLED. HOLES AND NOTCHES AT WALL PLATES N.T.S. DOUBLE TOP PL 7-7 I I I I I I F F E l I I I 7 I 7 I 1 1 I I I I I H I If I I I F F I V EADER 'EF. SCHEDULE ELOW FOR SIZES .N.O. ON PLAN ACRIFICIAL 2x YP. AT SIDES AND OP AT RATED ✓ALLS FASTEN w/ Od NAILS @ 8" o.c. DDITIONAL KING TUD AS REQUIRED 'EF. SCHEDULE WALL OPENING SCHEDULES LOAD BEARING WALLS OPENING WIDTH HEADER SILL TRIMMER KING 0'-0" TO 4'-0" (2) 2x8 (2) 2x (1) 2x (1) 2x 4'-1" TO 6'-0" (3) 2x10 (2) 2x (2) 2x (2) 2x Tr6-1" AND LARGER REF. PLAN WALL OPENING DETAIL N.T.S. REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NGR `ZP �3F WAS& 9 T � Z 47422 POD -ORAL FSS 7 A Q0 N O 00 O') O I- Z z O= Q W o U. z O2 z O J > J O -0 O m � O 0 ti z m W Z o Q Lu N U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 WOOD DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 N2x4 BLOCKING DIAPHRAGM REVIEWED TO ALIGN EDGE NAILING SHEAR WALL w/ BRACES DRAG TRUSS w/ IN -PLANE REF. PLAN SOLE PL NAILING N DIAPHRAGM CAPACITY. REF. LATERAL NOTE: CORRIDOR BEARING February22 2022 EDGE NAILING TRUSS LOADING SCHEDULE REF. SHEAR WALL SCHEDULE WALL REF. SOLE PL ci FOR EDGE NAILING AND SOLE PL SHEAR WALL PLAN c" TO BLOCKING ALIGN TRUSS w/ SHEAR DIAPHRAGM TOPPING N LATERAL TRUSS WALL BELOW NAILING. SOLE PL EDGE LOADING SCHEDULE SOLE PL NAILING REF. PLANING REF. ARCH Reviewed by: DBeck WALL + (2) 0.220"x5" SIMPSON TOXBLOCKING LS BECK & ASSOCIATES, PLLC TYPE LOAD (ASD) ROOF SHEATHING SDWS SCREWS OR (2) FLOOR SHEATHING SOLE PL 20d NAILS AT EACH REF. PLAN EDGE NAILING FLOOR SHEATHING 1 310 PLF (4) 10d NAILS REF. PLAN PLANK REF. PLAN 2 460 PLF SIMPSON A34 ° 60° CLIP EACH FLOOR F. SHEATHING AN 3 600 PLF 2x4 BRACE �� BRACE 4 770 PLF @ 4'-0" LAP EDGE NAILING w/ BLOCKING SHEAR WALL 5 920 PLF EDGE NAILING ( ) 2 2x TOP PLATE REF. SHEAR FLOOR JOIST 6 1200 PLF WALL SCHED. T&G DECKING REF. PLAN ROOF TRUSS TYP. 7 1540 PLF REF. PLAN REF. PLAN (2) 2x TOP PL FLOOR JOIST w/ TOP 38 NORTHWEST DAVIS, SUITE 300 FLOOR JOIST FLANGE HANGER 2x BLOCKING PORTLAND, OR 97209 REF. PLAN SHEAR WALL SHEAR WALL @ 4'-0" o.c 503.245.7100 (2) 2x TOP PLATE EDGE NAILING REF. PLAN JOIST TOP FLANGE 1505 5TH AVE, SUITE 300 HANGER SEATTLE, WA 98101 (2) 2x TOP PL WALL SHEATHING 206.576.1600 SHEAR WALL REF. PLAN 1014 HOWARD STREET NOTE: SAN FRANCISCO, CA 94103 WALL SHEATHING BEARING WALL REF. SHEAR WALL 415.252.7063 ROOF TRUSS AT INT . SHEAR WALL AT ROOF REF. SCHEDULE REF. PLAN SCHEDULE FOR WALL 13 SHEATHING AND SOLE 1" = 1'-O" PLATE NAILING. ©ANKROM MOISAN ARCHITECTS, INC. ROOF SHEATHING DIAPHRAGM FLOOR JOIST AT FLOOR JOIST AT EXTERIOR REF. PLAN EDGE NAILING ROOFTRUSS CORRIDOR WALL AT FLOOR JOISTS INTERIOR BEARING WALL 1-SIDED SHEAR WALL REF. PLAN 1 " = 1'-0" 5 1 " = 1'-0" 1 " = 1'-0" 111 SW Fifth Ave., Suite 2600 TOP OF PARAPET EL. REF. ARCH. STUD WALL Portland, , OR 97204 SIMPSON H6 TIE FROM NOTE: CORRIDOR REF. PLAN O: 503.227.3251 7980 WALL STUD TO 2x FLAT REF. SHEAR WALL SCHEDULE SOLE PL NAILING F: ww.kpf .com BLOCKING @ 24" o.c. FOR EDGE NAILING AND SOLE PL SHEAR WALL SOLE PL www.kpff.com NAILING. 2x TOP PL DIAPHRAGM TOPPING DIAPHRAGM EDGE NAILING REF. ARCH PN A. i N��, SHEAR CLIPS X EDGE NAILING SOLE PL REF. PLAN �� of wasy q" REF. SHEAR WALL STUD (2) 0.220"x5" SIMPSON BEARING WALL **(X)** 10d NAILS WALL SCHEDULE SOLE PL SDWS SCREWS OR (2) TYP. REF. PLAN FLOOR SHEATHING TO BLOCKING - v REF. PLAN (9) 10d NAILS 20d NAILS AT EACH REF. PLAN (2) MIN. EACH M TO BLOCKING PLANK R OOR SHEATHING A �� a�azz BAY LL 1SOLE PL NAILING sT AN oo FLOOR SHEATHING Po cTURAL REF. PLAN �F -- - - - - - - - - -- - -- ----_ _- - ------ --- - - - - ----- - - - --- -- ---- - -- -- SSA A SHEAR WALL SHEAR WALL EDGE NAILING T&G DECKING (2) 2x TOP PLATE BELOW AT BLOCKING REF. PLAN FLOOR JOIST REF. PLAN 2x FLAT BLOCKING SHEAR WALL EDGE REF. PLAN (2) 2x TOP PL BETWEEN NAILING BETWEEN FLOOR JOIST SHEAR WALL LATERAL TRUSS BLOCKING TRUSSES LEDGER AND REF. PLAN EDGE NAILING FLOOR BLOCKING JOIST PANEL BETWEEN EACH STUD WALL 2x BLOCKING TYP. (2) 2x TOP PL REF. PLAN @ 4'-0" o.c NOTE: TRUSS WITH IN -PLANE WALL SHEATHING CONT. 2x10 LEDGER (2) 2x TOP PL TRUSS PANELS TO EXTEND ALONG ENTIRE SHEAR CAPACITY. REF. PLAN w/ (3) 10d NAILS LENGTH OF SHEAR WALL BELOW. REF. PLAN. REF. LOADING SCHEDULE AND ARCH. EACH STUD FOR WALL EXTENTS. ON 13/S7.02 WALL SHEATHING ROOF TRUSS REF. ARCH REF. PLAN TRUSS BLOCKING PANEL DETAIL 17 1 = 1'-0" ll 77717 TRUSS CS16x10'-0" STRAP B REF. PLAN EACH BLOCKING G I ROOF TRUSS AT EXTERIOR WALL CORRIDOR WALL AT FLOOR JOISTS FLOOR JOIST AT INT. BEARING WALL FLOOR JOIST AT EXTERIOR WALL FLAT BLOCKING i I I ANCHOR SYSTEM EACH SIDE OF I i� 1 " = 1'-0" 1 " = 1'-011 1 1' 0" 1 " - 1'-0" ANCHOR I - — - - - - -- - - — -� - - 1I I I I I +++++++ DIAPHRAGM +++++++ SHEAR WALL i I I I EDGE NAILINGSHEAR WALL EXTEND STRAPS I + + + + I EXTEND STRAPS REF. PLAN CO I + + + + NOTE: REF. PLAN N 4'-0" I + + + + + + I 4' 0" NOTE: (2) 0.220"x5" SIMPSON REF. SHEAR WALL SCHEDULE SOLE PL � + + + + + + + I DECKING PLANKS PERPENDICULAR SDWS SCREWS OR (2) FOR EDGE NAILING AND SOLE PL DIAPHRAGM NAILING 00 I + + + + + + + I SOLE PL NAILING I TO HEADER BOTH SIDES WHERE 20d NAILS AT EACH NAILING. EDGE NAILING SOLE PLATE - - - - - - CONT. ROOF TRUSS ROOF SLOPE ROOF SHEATHING REF. PLAN cn z + + + + + + + REF. PLAN OCCURS. PLANKS DESIGNED AS PLANK REF. ARCH. REF. PLAN CONTINUOUS, NOT SPLICED OVER SOLE PL 0 I -- -- TOPPING BEAM. FLOOR SHEATHING DIAPHRAGM ~ REF. ARCH (D EDGE NAILING EDGE NAILING z REF. PLAN EDGE NAILING FLOOR SHEATHING _ A I A REF. PLAN FLOOR SHEATHING REF. PLAN O = I LEDGER REF. PLAN FLAT GL BLOCKING B + EACH SIDE TRUSS BLOCKING Q PLAN PANEL w/ IN -PLANE Q SHEAR CAPACITY 3125 LBS REF. 13/S7.02 17 I„V C%) ANCHOR SYSTEM S7.02 Q � Z (2) 2x TOP PL O 0 m U) METAL STRAP OVER Q m ROOF SHEATHING T&G DECKING (2) 2x TOP PL uJ N It REF. PLAN DETAIL REF. PLAN co T&G DECKING FLOOR JOIST w/ TOP WALL SHEATHING > N SHEAR CLIPS SIMPSON H2.5A REF. PLAN FLANGE HANGER FLOOR JOIST w/ TOP > z REF. SHEAR WALL O � i o SCHEDULE AT EACH TRUSS FLANGE HANGER REF. — ON SHEATHING SHEAR WALL PLAN J C6 J SIDE OF WALL LOCATE JOINT OVER rn BEAM WALL SHEATHING REF. PLAN O O o . _ SHEAR WALL EDGE NAILING SHEAR WALL NOTE: ti z m REF. SHEAR WALL BEAM REF. PLAN SCHEDULE FOR WALL CD LL1 REF. SHEAR (2) 2x TOP PLATE REF. PLAN SHEATHING AND SOLE Z O U) WALL SCHEDULE 2x8x8'-0" EACH SIDE SHEAR WALL PLATE NAILING. Q w w/ 0.148"Ox3" NAILS REF. PLAN N U FLAT BLOCKING OTRUSSESGGERED CORRIDOR DECKING AT BEAM FLOOR JOIST AT FLOOR JOIST AT EXTERIOR FLAT BLOCKING GUSSET 0KT TRUSS AT INTERIOR SHEAR WALL 11 1 1/2"= 1'-0" 1-SIDED SHEAR WALL GUSSET ANGLE 1' - 0" 1' - 0" INTERIOR SHEAR WALL � REVISION DATE REASON FOR ISSUE EACH CORNER ROOF TRUSS REF. PLAN 5 1" = 1'-0" 7 1" = 1'-0" 1if = 1'-011 SECTION A -A (2) 2x TOP PLATE SHEAR WALL EDGE LOAD CASE A NAILING EACH SIDE TRUSS BLOCKING TOP OF PARAPET OF FLAT BLOCKING DIAPHRAGM PANEL EL. REF. ARCH. REF. SHEAR WALL 3125 LBS METAL STRAP OVER EDGE NAILING NOTE: WALL SHEATHING SCHDULE REF. SHEAR WALL SCHEDULE TYP. ROOF SHEATHING U FOR EDGE NAILING AND SOLE PL U) REF. PLAN DETAIL EDGE NAILING NAILING. STUD BEARING RESUB x ROOF SHEATHING � ` SOLE PL NAILING WALL REF. SOLE PL a m ~ co D ROOF SLOPE w U WALL REF. PLAN NAILING PLAN Feb 22 2022 REF. PLAN X SHEATHING DIAPHRAGM CITY OF EDMONDS Q °�° = REF. ARCH. o o REF. PLAN/ EDGE NAILING SOLE PLATE DEVELOPMENT SERVICES Lu Q ARCH. 2x BLOCKING SOLE PL DEPARTMENT GL BLOCKING II BETWEEN TOPPING r w w z TRUSSES REF. ARCH � ? FLOOR SHEATHING I DIAPHRAGM � Q REF. PLAN EDGE NAILING � FLOOR SHEATHING bId2021-0116 + + + + Q O ROOF SHEATHING REF. PLAN o_ ROOF SLOPE REF. PLAN -- - - - REF. PLAN +. + REF. ARCH. — — — I 2x8 NAILED 2x FLAT TO TRUSS SHEAR CLIPS EACH SIDE BLOCKING REF. SHEAR WALL WOOD DETAILS BETWEEN SCHEDULE 2 2x TOP PL w TRUSSES FLOOR JOIST () TRUSS PANEL TYP. EDGE NAILING SIMPSON H2.5A > BETWEEN ROOF TRUSSES REF. PLAN AT EACH TRUSS CONT. ROOF TRUSS TRUSSES w/ INTEGRATED (2) 2x TOP PL 1'-0" 1'-0" REF. PLAN REF. 17/S7.02 PARAPET WALL SHEATHING 0 ROOF TRUSS REF. PLAN REF. ARCH FLOOR JOIST w/ TOP Y REF. PLAN (2) 10d TOE NAILS M P PERMIT ET SECTION B-B PLAN GE HANGER REF. AT EACH TRUSS LOAD CASE B (2) 2x TOP PLATES SIMPSON H1 o ci NOTES: BEARING STUD AT EACH TRUSS SHEAR WALL 1. LOADS SHOWN ARE ASD LEVEL FALL RESTRAINT LOADS ON PRE-ENGINEERED (2) 2x TOP PLATE ROOF TRUSSES w/ C 2.0 FOR MEMBER IMPACT AND C 1.6 FOR CONNECTIONS. WALL TYP. REF. PLAN <'"> D— D REF. PLAN DATE PROJECT NUMBER ccy) 2. LOAD CASES SHOWN IN SECTIONS A AND B DO NOT OCCUR SIMULTANEOUSLY. 0 3. WOOD TRUSSES TO BE DESIGNED FOR LOADS SHOWN AS WELL AS EQUAL AND ROOF TRUSS WITH FLOOR JOIST AT 05/21 /2021 21900393—R20 N OPPOSITE LOADING CASES. 0 0 TYP. ROOF TIE -OFF DETAIL TRUSS AT INT. BEARING WALL PARAPET AT EXTERIOR WALL INTERIOR SHEAR WALL FLOOR JOIST AT EXTERIOR WALL 0, 1 8 1 = 1'-0" 1 6 1 = 1'-0" 12 1 = 1'-0" 8 1 " = 1'-011 `� 1 " = 1'-0" U DOUBLE TOP PL 10d NAILS @ 12" o.c. OR 4x6 DRAG 3'- 3" END LENGTH 4' - 0" 3'- 3" END LENGTH w/ (43) 10d NAILS (WIDTH OF ENTRY WAY AT DRAG) w/ (43) 10d NAILS • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 7.1 QTI Inc r,Tr-. n r, r, r•� �r.T�i-.n � r�� n, r Tin ni LAG SCREWED OPTION NOTES: 1. SPLICE SHALL OCCUR OVER A STUD. SHEAR WALL TOP PL SPLICE 1 " - 1'-0„ (1) LAYER GWB MIN. EACH SIDE OF WALL REF. ARCH. FOR ADD'L. INFORMATION WOOD STRUCTURAL PANEL SHEATHING REF. PLAN P.T. SILL PLATE FINISHED HEX COUPLER NUT AT A36 RODS THREADED ROD TO MATCH SILL PLATE ANCHOR IN SHEAR WALL SCHEDULE SDS SCREWS BETWEEN SPLICE POINTS P/T ANCHOR BY CHAINRING CONSTRUCTION SHEAR WALL PRODUCTS SIMPSON CMST12 EACH SIDE CENTERED ON SPLICE 5/8" 0 A36 (OR A307) THREADED ROD @ 64" o.c. MAX. REF. ARCH. FOR r WALL SHEATHING I I I I I I I I I I 0.1570 PAF I @ 24" o.c. I I I I I I I I I I I I � X M. M 5 P/T CONC. SLAB TYP. NON -SHEAR NON -SHEAR BEARING WALL PARTITION WALL ANCHORAGE AT P/T SLAB 1" = 1'-0" SHEAR W REF. PLAI HOT DIPF ZINC COP NAILS AT PLATE 1 /4" GAP BETWEEP SHEATHIf AND CON ANCHOR BOLT REF. SHEAR WALL SCHEDULE REF. 4/S7.03 PRESSURE TREATED SILL PLATE SLAB ON GRADE WHERE OCCURS #4 CONT. BARS EACH SIDE OF ANCHOR BOLT 2x MEMBER AT ADJOINING PANELS STAGGER NAILING AT PANEL JOINT TYPE 1 SHEAR WALL STAGGER NAILING SHEATHING AT PANEL JOINT WHERE OCCURS REF. SCHEDULE 1 /S7.03 =T _ _ 3x MEMBER AT STAGGER NAILING ADJOINING PANELS AT PANEL JOINT TYPE 2 TO 7 SHEAR WALLS OPTION A (2) 2x CENTERED ON PANEL JOINT STAGGER NAILING AT PANEL JOINT (2) 2x CENTER -- ON PANEL JOI PANEL JOINT BE STAGGERE PANEL JOINT TYPE 2 TO 4 SHEAR WALLS OPTION B O.C. :RED EACH SIDE. STAGGER AT TE SIDES -- :R NAILING =L JOINT o.c. STAGGERED EACH SIDE. OFFSET STAGGER AT OPPOSITE SIDES TYPE 5 TO 7 SHEAR WALLS OPTION B TYP. ADJOINING SHEAR WALL EDGES 1 " - 1'-0„ EQ. 1/2" MAX. FROM SHEATHING FACE 5" AT 2x6 3" AT 2x4 �0,� X 6 - STANDARD CUT d WASHER AND Q. w ANCHOR BOLT 1/2" MAX. EACH SIDE OF PLATE AT DOUBLE SIDED SHEATHING TYP. �� PLATE WASHER INCREASE PLATE WIDTH AS REQUIRED AT DOUBLE SIDED SHEATHING TO PROVIDE MAX. EDGE DISTANCE TYP. PLATE WASHER AT ALL SHEAR WALL ANCHOR BOLTS, TYP. REF. PLATE WASHER DETAIL ANCHOR BOLTS TYP. REF. SHEAR WALL SCHEDULE FOR SPACING PLATE THICKNESS - 0.229" OR SIMPSON BPS BEARING PLATE NOTES: 1. REF. SILL PLATE BOLTING DETAIL 4/S7.03 FOR ADDITIONAL INFORMATION. 2. REF. SHEAR WALL SCHEDULE FOR ANCHOR BOLT SIZE AND SPACING. TYP. SHEAR WALL END DISTANCE SILL PL SPLICE BOLTS AT STEMWALL "L" = 4 1/2" MIN. 12" MAX. r 1 of = 1'-0" (2) 0.148"x4 1/2 @ EDGE NAIL SPACING TO POST TYP. SHEAR WALL REF. PLAN SOLE PL (2) 2x TOF PLAN VIEW SECTION A -A 6x6 POST MIN. EDGE NAILING TYP. FRAMING AT PANEL EDGE REF. SHEAR WALL SCHED. SIMPSON MSTC66 STRAP AT TOP PLATE SPLICE 6x6 POST MIN. SHEAR WALL INTERSECTION 1 If = 1 '-0" WOOD STRUCTU""' PANEL SHEATHIN REF. PLAN THREADED ROD, REQ'D. IN SHEAR WALL SCHEDULE SLAB EDGE OR S (WHEREOCCURS THREADED ROD TO MATCH SILL PLATE ANCHOR IN SHEAR WALL SCHEDULE P/T CONC. SLAB TYP. NOTES: SHEAR WALL 1. ALL SILL PUS SHALL BE PRESSURE TREATED D.F. OF WIDTH EQUAL TO DEPTH OF STUDS. 2. ALL OVERSIZED BOLT HOLES (HOLES > 1/16" + A.B. 0) SHALL BE FILLED w/ EPDXY OR NON -SHRINK GROUT FOR TIGHT FIT. 3. LOCATE BOLTS CLEAR OF STUDS AND POSTS. 4. PROVIDE A MINIMUM OF TWO BOLTS PER SILL PIECE. TYP. SHEAR WALL SILL PLATE ANCHORAGE 1 If = 1 '-0" P.T. SILL PLATE FINISHED HEX COUPLER NUT AT A36 RODS P/T ANCHOR BY CHAINRING CONSTRUCTION PRODUCTS WOOD SHEAR WALL SCHEDULE WALL WOOD PANEL SILL / SOLE SILL PLATE SOLE PLATE SHEAR CLIP AT ROOF TYPE STRUCTURAL EDGE NAILING PLATE ANCHORAGE FASTENING TRUSSES AND PLATFORM PANEL SHEATHING THICKNESS FRAMING 1 15/32" 10d 2x 5/8" O ANCHOR BOLT 16d A35 OR LPT4 @ 22" o.c. @ 6" o.c. @ 42" o.c. @ 6" o.c. MIN. (1) PER BAY 2 15/32" 10d 2x 5/8" O ANCHOR BOLT 16d A35 OR LPT4 @ 14" o.c. @ 4" o.c. @ 28" o.c. @ 4" o.c. MIN. (1) PER BAY 3 15/32" 10d 3x 5/8" O ANCHOR BOLT 1/4" Ox6" SDS A35 OR LPT4 @ 12" o.c. @ 3" o.c. @ 20" o.c. @ 8" o.c. MIN. (1) PER BAY 4 15/32" 10d 3x 5/8" O ANCHOR BOLT 1/4" Ox6" SDS A35 OR LPT4 @ 9" o.c. @ 2" o.c. @ 16" o.c. @ 6" o.c. MIN. (2) PER BAY 5 15/32" EACH SIDE 10d 3x 5/8" O ANCHOR BOLT 1/4" Ox6" SDS A35 OR LPT4 @ 7" o.c. @ 4" o.c. @ 14" o.c. @ 5" o.c. MIN. (2) SETS PER BAY 6 15/32" EACH SIDE 10d 3x 5/8" O ANCHOR BOLT 1/4" Ox6" SDS A35 OR LPT4 @ 6" o.c. @ 3" o.c. @ 10" O.C. @ 4 1/2" o.c. MIN. (2) SETS PER BAY 7 15/32" EACH SIDE 10d 3x 5/8"0 ANCHOR BOLT (2) 1/4"Ox6" SDS A35 OR LPT4 @ 4 1/2" O.C. @ 2" o.c. @ 8" o.c. @ 6" o.c. MIN. (2) SETS PER BAY NOTES: 1. REFERENCE 2/S7.03 FOR TYPICAL SHEAR WALL ELEVATION. 2. ALL PANEL EDGES SHALL BE BACKED WITH 2x NOMINAL OR WIDER FRAMING OR BLOCKING. PANELS SHALL BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. PROVIDE FIELD NAILING @ 12" o.c. ALONG INTERMEDIATE FRAMING MEMBERS AND BLOCKING. 3 STAGGER EDGE NAILING AT ADJOINING PANEL EDGES WITH THE SPECIFIED SPACING OCCURING ON EACH EDGE. PROVIDE 3/8" MINIMUM EDGE DISTANCE AT SHEATHING AND FRAMING. PROVIDE A MINIMUM OF 1 1/2" PENETRATION INTO FRAMING MEMBERS. DO NOT PENETRATE SURFACE OF SHEATHING WITH NAIL HEADS. 4. ALL SILL PLATES TO BE P.T. LUMBER. ALL FASTENERS IN CONTACT WITH P.T. SILL PLATES TO BE GALVANIZED. 5. PROVIDE SIMPSON BPS BEARING PLATES AT ALL ANCHOR BOLTS. REF. 4/S7.03. 6. SILL PLATE ANCHORS SHALL BE GALVANIZED F1554 A36 HEADED ANCHOR BOLTS OF THE SPECIFIED DIAMETER OR APPROVED EQUAL. REF. 4/S7.03. 7. WOOD SHEAR WALLS ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM (SFRS). 8. LOCATE STRUCTURAL SHEATHING ON THE SAME SIDE OF STUDS LEVEL -TO -LEVEL AT ONE SIDED SHEAR WALLS. WALL SYMBOL DOES NOT INDICATE SHEATHING SIDE. 9. ALL SPACINGS INDICATED ARE MAXIMUMS. SHEAR WALL SCHEDULE 1" = 1'-0" 23 22 20 21 1 S7.04 16 11 TYP. usq I• *1---F]----1T---�l-------1r---TI----n----1F---_T1-- ----1*TITf III I I II I II II II II III II II I*I III *I I I I I I I I I I I I I*I I II elII+II II II II II II II II II*1 I*I I•I II+I*I I I II II II II*I II 11. 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ONE STUD (MINIMUM) TO ALIGN WITH ALL PANEL EDGES. REF. NOTE 2 ABOVE FOR ADDITIONAL INFORMATION. 4. COMPRESSION POST EACH SIDE OF HOLDOWN ROD TYP. 5. PROVIDE EDGE NAILING TO EACH COMPRESSION POST. WHERE COMPRESSION POSTS CONSIST OF BUILT-UP MEMBERS, PROVIDE STAGGERED NAILING TO EACH MEMBER. 6. FLOOR JOIST SPACE BEYOND. 7. TYPICAL WALL STUDS. REF. SCHEDULE. 8. WOOD STRUCTURAL PANEL SHEATHING. LAY HORIZONTALLY OR VERTICALLY. REF. SHEAR WALL SCHEDULE FOR ADDITIONAL REQUIREMENTS. 9. SILL PLATE. 10. SOLE PLATE. 11. DOUBLE TOP PLATE. 12. CONTINUOUS HOLDOWN ROD SYSTEM WITH SHRINKAGE COMPENSATING DEVICE. 13. WHERE ENDS OF SHEAR WALL OFFSET, COMPRESSION POSTS TO ALIGN AND CONTINUE TO FOUNDATION. 14. ANCHOR BOLTS. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE. REF. 4/S7.03. 15. CONCRETE SLAB OR FOUNDATION. 16. EDGE NAILING. TYP. REF. SHEAR WALL SCHEDULE. 17. INTERMEDIATE SUPPORT NAILING. 18. FULLY BLOCKED OPENING IN SHEAR WALL SHEATHING. 19. BLOCKING AND EDGE NAILING TYP. AT HORIZONTAL SHEATHING EDGES. 20. ROOF SHEATHING. REF. PLAN. 21. ROOF TRUSS OR ROOF JOIST. REF. PLAN. 22. BLOCKING BETWEEN TRUSSES OR JOISTS. 23. SHEAR CLIPS. REF. SHEAR WALL SCHEDULE. REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com NGR WASH q � Z 'F'p 47422 7 -po cTURAL E1� �� -SS CD 04 O 00 m O 0 P z z O= >Q W (6 LL z O:2 0 3:z O 10 J > J o OT -0 o 0 i O 7 z m LIJ it Z N `/) � Q � Q cal U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 WOOD DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 1 c L MST48 TIE STRAP - AT 2x4 PLATES MST60 TIE STRAP AT 2x6 PLATES AND LARGER V SIMPSON A35 - ANCHOR POST UNDER BEAM 10d @ 12"o.c. STUD TO POST MST48 TIE STRAP AT 2x4 PLATES MST60 TIE STRAP AT 2x6 PLATES AND LARGER POST UNDER -� BEAM 10d @ 1.5" o.c. - STUD TO BEAM (STAGGERED) 10d @ 12" o.c. - STUD TO POST PLYWOOD - FILLER AT GLULAM POST UNDER BEAM POST UNDER BEAM WOOD BEAM CONN. AT WA 1 if = 1'-0" 10d @ 1.5" o.c. EACH SIDE STUD TO BEAM (STAGGERED) 10d @ 12" o.c. EACH SIDE STUD TO POST 10d @ 1.5" o.c. EACH SIDE STUD TO BEAM (STAGGERED) 10d @ 12" o.c. EACH SIDE STUD TO POST LL CONTINUOUS HOLDOWN SYSTEM SCHEDULE LEVEL HOLDOWN SYMBOL A B T C T C 6 6.9K 12.2K 6.9K 12.2K 5 6.9K 12.2K 6.9K 12.2K 4 6.9K 12.2K 6.9K 12.2K 3 13.5K 24.5K 9.9K 24.5K 2 22.4K 24.5K 9.9K 24.5K BASE ANCHORAGE AT CONCRETE DETAIL 4/S7.04 4/S7.04 HOEDOWN ANCHOR 1 1/4"0 F1554 GR.36 3/4" 0 F1554 GR.36 UPLIFT PL SIZE 1 /2"x4"x4" 1 /2"x4"x4" MIN. EMBEDMENT 8" 8" MIN. EDGE DISTANCE 12" 12" NOTES: 1. REF. PLANS FOR HOLDOWN LOCATIONS AND VERTICAL EXTENTS. 2. T INDICATES TENSION LOAD (ASD LEVEL) IN KIPS AT EACH HOLDOWN. 3. C INDICATES COMPRESSION LOAD (ASD LEVEL) AT EACH HOLDOWN. 4. REF. GENERAL STRUCTURAL NOTES FOR ALL HOLDOWN SYSTEM DESIGNER RESPONSIBILITIES. 5. REF. 7/S7.04 FOR HOLDOWN CONFIGURATION AT WALL ENDS AND CORNERS. CONTINUOUS HOLDOWN SYSTEM SCHEDULE 1 if = 1'-0" HOLDOWN ROD COMPRESSION POST TYP. I SHEAR WALL REF. PLAN AND SCHED. 1/S7.03 PLAN - END OF WALL TYP. STUD 0.162" 0 NAIL @ 12" o.c. LL LL COMPRESIC POST SHEAR WAL REF. PLAN AND SCHED 1/S7.03 PLAN - WALL CORNER L n HC S I- RE AN 1/: PLAN - WALL INTERSECTION nrAnin1,-1 XAI/ LL ALL 7k TAKE UP D"" 6x6 OR 4x6 HOLDOWN COUPLER 2x TRIM PC TO MATCH WALL FRAP TYP. TAKE UP D BEARING F OVERSIZE BY 1/4" TYF END OF SH WALL � TYP. TOP OF 1 If = 1'-0" HOLDOWN COUPLER TAKE UP D END OF SH WALL DOUBLE T( z ROOF SHEATHING REF. PLAN RING PL ROOF 10d NAILS M TRIM STUDS TO IPRESSION POST PL BILE TOP PL IPRESSION POSTS HOLDOWN DETAIL 0PRESSION 3TS EACH E TYP. BRING PL E PL =RSIZE HOLE 1/4" TYP. TYP. HOLDOWN DETAIL (3)2xSTUDS OR (3)3xSTUDS AT SHEAR WALL AT INTERMEDIATE FLOOR LEVELS DOUBLE SIDED REF. PLAN WALLS SHEAR WALL AND SCHED. 1" - 1'-0" AT DEMISING WALL 1/S7.03 HOLDOWN ROD TYP. COMPRESSION POST TYP. REF. COMPRESSION POSTS O EACH SIDE 1 /S7.04 HOLDOWN ROD O COUPLER o END OF SHEAR COMPRESSION Uj WALL WALL STUD POST TYP. HOLDOWN ANCHOR HOLDOWN ROD REF. SCHEDULE o NUT AND 3/8x4x4 PLATE WASHER SHEAR WALL TYP. w ? O REF. PLAN SHEAR WALL _j Z LL AND SCHED. REF. PLAN 2 w _ o o OVERSIZE HOLE 1/S7.03 AND SCHED. 1/S7.03 SHEAR WALL Q = Z w C p o BY 1/4" REF. PLAN 0 z CO LL O m P/T SLAB AND SCHED. - w UJ w 1/S7.03 (2) #4x5'-0" CENTERED EACH SIDE OF ANCHOR ° ROD EACH WAY SLAB EDGE PLAN - DEMISING WALL PLAN - WALL CORNER WHERE OCCURS UPLIFT PL - N z REF. SCHEDULE 2i SHEAR WALL DOUBLE NUT ANCHOR BOLTS NOTES: MIN. EDGE ANCHOR BOLT DIST. SPACING REF. SHEAR 1. FOR REQUIREMENTS AT SHEAR WALL PANEL EDGES. REF. SCHEDULE 1/S7.03 AND DETAIL 4/S7.03. REF. SCHEDULE WALL SCHEDULE 2. WHERE SOLID SAWN COMPRESSION POSTS ARE REPLACED BY MULTIPLE STUD PACKS. PROVIDE STAGGERED EDGE NAILING AT EACH STUD IN EACH PACK. HOLDOWN TYP. SHEAR WALL END DETAILS ANCHORAGE TO P/T SLAB 4 ill = 1'-0" 1 If= 1'-0" BOT. OF TRUSSES TAKE-UP DEVICE AND BEARING PL LEVEL X LEVEL X END OF SHEAR WALL LEVEL X COUPLER TYP. LEVEL X DOUBLE TOP PL TYP. TAKE-UP DEVICE AND BEARING PL S7.04 11 A HEADER I I I I I I I HOLDOWN ROD COMPRESSION POST TYP. TAKE-UP DEVICE AND BEARING PL 3 S7.04 HOLDOWN ROD TAKE-UP DEVICE AND BEARING PL HOLDOWN ROD TAKE-UP DEVICE AND BEARING PL SOLE PL TYP. 3 S7.04 HOLDOWN ROD 4 1/2" 4 1/2" 4 S7.04 P.T. SILL PL LEVEL X I I I I P/T SLAB OR FOUNDATION TYP. CONTINUOUS REF. PLAN ROD HOLDOWN ELEVATION 1/2" = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N N. 1 NG R9 A` �3F WAS& T � Z 47422 POD 'ORA L FSS7 A Q0 N O 00 0') O Z z O= Q W U 0 LL z O0 z O J > J O -0 0 0 0 ti z m W It Z Q ui 14 N of REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 WOOD DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 c L v v v 14 v v EDGE Nj FLOOR REF. PL) JOISTS REF. PL) SIMPSOI HANGEF END FLOOR SHEAT REF. P BEAM REF. P SIMPSI HANGE TYP. W, STUDS (3) 10d NAILS T HEADEI SOLID F BUILT-L 6" 6" MIN. EVENLY SPACED STAIR STRINGERS CONCRETE REF. PLAN WALL REF. PLAN LET -IN 2x4 NAILER - - - - - w/ (8) 10d STAGGERED NAI LS 1 /2" 0 EXPANSION + ' ANCHORS w/ 3 1/4" + EMBEDMENT FLOOR SHEATHING @ 16" o.c. STAGGERED REF. PLAN TOP AND BOTTOM 0 CONT. P.T. 2x8 LEDGER STAIR LANDING JOISTS TO LEDGER 1" = 1'-0" SHEETROCK AT RATED WALLS REF. ARCH. CONT. SOLID RIM (2) 2x TOP PL STAIR SHAFT WALL REF. PLAN STAIR HEADER SUPPORT AT FLOOR LEVEL ALIGNED BUILT UP POST WHERE OCCURS STAIR HEADER BEAM REF. PLAN 'ROVIDE FULL 3EARING DEPTH )N POST ix6 OR (3) 2x WILT UP POST NAILING vv SOLE PL 2 2x TOP PL PROVIDE ALIGNED POST () TO FOUNDATION BELOW TA I R LA BEAM — REF. PLAN CONT. 2x4 STRINGER REINF. REF. 2/S7.05 'L ) �y tinti°� F EDGE NAILING STAIR STRINGER TO BEAM BELOW 1 of = 1'-0" EDGE NAILIN, FLOOR SHEAT REF. R BEAM REF. P SIMPSI. EACH SIDE TO TOP HALF OF BEAM (ONE SIDE ONLY AT OUTSIDE STRINGERS) STAIR STRINGER TO FLOOR SHEATHING REF. PLAN BEAM REF. PLAN r"-'ILY SPACED R STRINGERS PLAN VAPOR BARRIER — BETWEEN STRINGER AND CONCRETE SLAB ON GRADE REF. PLAN 0 LET -IN P.T. 2x4 NAILER w/ (3) 1 /2" Ox3" EXPANSION ANCHORS THICKEN SLAB - AT STRINGERS EXTEND V-0" BEYOND WIDTH OF STAIR EVENLY SPACED STAIR STRINGERS REF. PLAN MIN.THROAT DEPTH REF. SCHEDULE CONT. 2x4 STRINGER REINF. REF. 2/S7.05 0 0 0 00o O 1 0. n 00 o i • t 1 (2) #4 CONT. STAIR STRINGER TO SLAB ON GRADE 1 of = 1'-0" VAPOR BARRIER BETWEEN STRINGER AND CONCRETE CONC. SLAB — REF. PLAN z w 2 co 0 w m F. 2x4 STRINGER REINF. w LET -IN P.T. 2x4 NAILER w/ REF. 2/S7.05 (3) 1/2"0 EVENLY SPACED CAST -IN THREADED ANCHORS DRILL AND EPDXY AT CONTRACTOR'S OPTION. DO NOT DAMAGE P/T OR REINFORCEMENT BEAM BELOW EDGE NAILING 00 �U) z J O _ x 00 00 O LO NI� SIMPSON LSC ADJUSTABLE STRINGER CONNECTOR EVENLY SPACED STAIR STRINGERS REF. PLAN STAIR STRINGER TO BEAM ABOVE 45 EVENLY SPACED STAIR STRINGERS REF. PLAN MIN. THROAT DEPTH REF. SCHEDULE CONT. 2x4 STRINGER REINF. _ REF. 2/S7.05 0 WOOD STRINGER TO CONCRETE SLAB BELOW J 1 of = 1'-0" (2) ROWS 3/8" O THREADED RODS w/ EMBEDDED NUTS @ 24" o.c. COUNTERSINK TOP ROW OF ANCHORS (BOT. ROW OPTIONAL) I �-\�S,p0 O A\ " O I y�'0 � _ k 2 1/2" MIN. c CONC. SLAB REF. PLAN CONT. P.T. 4x14 SIMPSON A35 CLIP EACH SIDE (ONE SIDE ONLY AT OUTSIDE STRINGERS) EVENLY SPACED STAIR STRINGERS REF. PLAN CONT. 2x4 STRINGER REINF. REF. 2/S7.05 STAIR STRINGER TO CONCRETE SLAB ABOVE 1 If = 1'-0" � 1 if = 1'-0" � 1 " = 1'-0" 2x SOLE PL w/ 10d NAILS @ 6" o.c. ALIGN TOP PLATES w/ FLOOR LINE (2) 2x TOP PL STAIR STRINGERS REF. PLAN VL 2x STUDS @ 16" o.c. TYPICAL SECTION 1 If = 1'-0" FLOOR FRAMING REF. PLAN r SHEETROCK AT RATED WALLS �rI REF. ARCH. LI ;II I:� LI NOTE: i1. 1,1 I:I REF. TYP. FLOOR DETAILS AT STAIR WELL 6" MIN. FLOOR REF. P BEAM REF. P SIMPSI CONCRETE WALL CONCRETE WALL REF. PLAN (2) 3/4" Ox5" SIMPSON TITEN HD ANCHORS STAIR HEADER TO CONC. WALL 1" = 1'-0" SIMPSON A35 CLIP EACH SIDE (ONE SIDE ONLY AT OUTSIDE STRINGERS) CONC. SLAB REF. PLAN CONT. P.T. 4x14 _ (2) ROWS OF CAST IN PLACE COUNTERSUNK 3/8" 0 THREADED RODS w/ EMBEDDED NUTS @ 24" o.c. w/ 2 1/2" MIN. EMBEDMENT i -- - - - --- S �O k 0ti� o� EVENLY SPACED STAIR STRINGER REF. PLAN CONT. 2x4 REINF. REF. 2/S7.05 O 2x8 (aD 16" o.c GL 5 8 S7.05 TYP. 9 TYP. S7.05 D-1 ti ------------------- ------------------ ----- ; I I' II I GL 5 1/2x12 D-1 8 9 TYP. S7.05 TYP. S7.05 GL 5 1/2x12 __ _ ___ ________ I' I - IL ______ ------- -------- II -------- -------- ______ ______ JI IL ___-___ ________ GL 5 1/2x12 D-1 STAIR PLAN NOTES: 1. D - X REF. ARCH. FOR ALL DIMENSIONS AND WALL TYPES. ti 2. INDICATES FLOOR SHEATHING TYPE, REF. SCHEDULE. STAIR PARTIAL PLANS NTS HEADER BEARING REF. PLAN TRINGERS JS7.05 l! D 16" o.c. ;ETE WALL -AN RINGERS S7.05 'P. REF. PLAN REF. 9/S7.05 FOR STRINGER CONN. REF. ARCH. FOR TREAD AND RISER - - - - - MATERIAL AND STRINGER CUT DIMENSIONS I C9 A DO NOT OVERCUT co CORNERS TYP.. - - - - 1 3/4" LSL STRINGER + REF. SCHEDULE FOR 7 x SIZE AND PLAN FOR °'' QUANTITY x STRINGER NOTE: + HEADER PROVIDE (3) STRINGERS REF. PLAN MIN. AT EACH STAIR RUN. " - - - - - - - REF. PLAN. FOR QUANTITY. x A a + 2x4 REINFORCEMENT ON ONE �O71 SIDE OF EACH STRINGER �� FLUSH w/ BOTTOM EDGE. FASTEN TO STRINGER O w/ 10d NAILS @ 12" o.c. STAGGERED REF. 7/S7.05 OR 8/S7.05 FOR STRINGER CONN. 7, M °" STRINGER RUN STAIR STRINGER SCHEDULE STAIR WIDTH STRINGER DEPTH, D MIN. THROAT DEPTH, d MAX. STRINGER RUN 36" 11 7/8" 5 3/4" 9'-2" 14" 7 7/8" 11'-8" 42" 11 7/8" 5 3/4" 9'-2" 14" 7 7/8" 10'-10" 44" 11 7/8" 5 3/4" 8'-4" 14" 7 7/8" 10'-10" 48" 11 7/8" 5 3/4" 8'-4" 14" 7 7/8" 10'-10" STAIR STRINGER TO CONCRETE SLAB BELOW TYPICAL WOOD STAIR STRINGERS 1" = 1'-0" (:2 1" = 1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 © ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 0: 503.227.3251 F: 503.227.7980 www.kpff.com N A. 1 NG A` �F WASH Rq T � Z 47422 cTURAL ASS 01Y A L.. 04 O 00 m O P CD Z z O= >Q W o LL z OLLJ z O 10 J � J �_ OT -0 o i c: O 0 ti z m F_ p W it Z N Q Q uj cal U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 STAIR DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 1 DRAG TRL REF. PLAT` THA TRUE A35 CLIP POST REF. STRAP REF. PLAN GL REF. PLAN 10d @ 3" o.c. STUD TO GL 10d @ 12" o.c. STUD TO POST TRUSS TO GL / STRAP DETAIL 0 1 If = 1'-0" MST48 TIE STRAP - AT 2x4 PLATES MST60 TIE STRAP AT 2x6 PLATES AND LARGER SIMPSON A35 PLYWOOD 10d @ 1.5" o.c. ANCHOR FILLER AT EACH SIDE STUD TO POST UNDER GLULAM BEAM (STAGGERED) BEAM POST UNDER PIP 10d @ 12"o.c. BEAM 10d @ 12" o.c. STUD TO POST EACH SIDE STUD TO POST MST48 TIE STRAP AT 2x4 PLATES MST60 TIE STRAP AT 2x6 PLATES AND LARGER POST UNDER -� BEAM 10d @ 1.5" o.c. — STUD TO BEAM (STAGGERED) 10d @ 12" o.c. — STUD TO POST op POST UNDER ` 10d @ 1.5" o.c. EACH SIDE BEAM STUD TO BEAM (STAGGERED) 10d @ 12" o.c. EACH SIDE STUD TO POST WOOD BEAM CONN. AT WALL 0 ROOF SHEATF REF. PLAN SIMPSON H2.5 EACH OUTRIG ROOFTRUSS REF. PLAN ROOF RAKE AT EXTERIOR WALL 1" = 1'-0" TOP OF PARAPET EL. REF. ARCH. STUD WALL REF. PLAN SIMPSON H6 TIE FROM (2) 2x TOP PLATE WALL STUD TO 2x FLAT BLOCKING @ 4'-0" o.c. WALL SHEATHING TYP. REF. PLAN AND ARCH. DIAPHRAGM EDGE NAILING TYP. (6) 10d NAILS TO BLOCKING SHEAR WALL TYP. EDGE NAILING AT BLOCKING TYP. 2x FLAT BLOCKING BETWEEN TRUSSES TYP. SHEAR WALL EDGE NAILING BETWEEN LL LEDGER AND BLOCKING TYP. CONT. 2x6 LEDGER w/ (2) 10d NAILS EACH STUD TYP. ROOF TRUSS REF. PLAN TYP. ROOF TRUSS AT ROOF STEP A 1" = 1'-0" (2) 2x TOP PLATE TOP OF PARAPET EL. REF. ARCH. WALL SHEATHING REF. PLAN/ARCH. - REF. 5/S7.06 AT HIGH SIDE OF ROOF STEP 2x FLAT BLOCKING BETWEEN TRUSSES TRUSS PANEL BETWEEN TRUSSES REF. 17/S7.02 (2) 2x TOP PLATE ROOF SLOPE REF. ARCH. SHEAR CLIPS REF. SHEAR WALL SCHEDULE PARAPET WHERE OCCURS SHEAR WALL EDGE NAILING EACH SIDE OF FLAT BLOCKING REF. SHEAR WALL SCHDULE DIAPHRAGM EDGE NAILING REF. PLAN ROOF SHEATHING REF. PLAN 2x BLOCKING BETWEEN TRUSSES ROOF TRUSSES w/ INTEGRATED PARAPET REF. PLAN SIMPSON H2.5A AT EACH TRUSS ROOF TRUSS AT ROOF STEP 0 Tl TYP. 1 If - 1'-0" G L TO POST 1 " = 1'-0" GL REF. PLAN TYP. 1/4" PL GL BUCKET SKEWED ONE SIDE (3) 1/2"0 A307 THRU BOLTS AT CL OF WOOD POST (3) 1/2"0 A307 THRU BOLTS WOOD POST REF. PLAN 0 c' fl" nnAv ROOF SF REF. PLA ROOF TR w/ INTEG TOP CHC OUTRIGC REF. PLA SIMPSON AT EACH DIAPHRAGM EDGE NAILING 2x BLOCKING 2x FASCIA w/ (2) 10d NAILS AT EACH OUTRIGGER 2x8 OUTRIGGERS @ 16" o.c. w/ SIMPSON LUS28 HANGER AT TRUSS TOP CHORD SIMPSON A35 @ 16" o.c. (2) 2x TOP PL WALL SHEATHING REF. ARCH. STUD WALL REF. PLAN TRUSS EAVE WIND UPLIFT LOADING = 55 PSF (ULT.) Q- n" rAAV ROOF TRUSS AT EAVE 1" - 1'-0" WOOD STUD WALL REF. PLAN BALCONY SECTION 1" - 1'-0" 6x6 POST IN WALL (3) 1/4"x4" SIMPSON SIDS SCREWS AT C OF POST GL TO WALL AT BALCONY 1 1/2" = 1'-0" 2x FASCIA w/ (2) 10d NAILS AT EACH OUTRIGGER TRUSS PANEL REF. 17/S7.02 SHEAR CLIPS REF. SHEAR WALL SCHEDULE (2) 2x TOP PLATE STUD WALL REF. PLAN REF. ARCH. FOR FINISH AND WATERPROOFING REQUIREMENTS ARCH. DECKING SIMPSON LU HANGER EACH END 2x JOISTS REF. PLAN GLULAM REF. PLAN TYP. REF. ARCH. FOR FINISH AND WATERPROOFING REQUIREMENTS GL w/ CENTER SLOT TO RECEIVE KNIFE PL GALVANIZED KNIFE PL 1/4x6x0'-10" w/ (2) 5/8"0 SS THRU BOLTS w/ WASHER PL 1/4x5 1/2x1'-0" REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com NG R9 `ZP �F WASy T � Z o �TF(0 47422 POD, TURAL FSS7 A Cfl N O 00 O-) O P- Z z O = Q W U 0 U. Z O� Lu Z O 10 J > J -0 O O `i O 0 ti Z m p LLl Z o Q of ui N U REVISION DATE REASON FOR ISSUE A 08.20.21 City Comments #01 RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 WOOD DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20 1• CAULK JOINT DEPTH OF 1 JOINT WIDT CMU WALL CMU WALL REF. PLAN HORIZONTAL BOND BEAM REINFORCING STOP EACH SIDE OF C.J. STOP LADDER REINFORCING AT JOINT REF. GENERAL STRUCTURAL NOTES SINGLE GREASED #5 JOINT — DOWEL AT C.J. TO MATCH BOND BEAM SPACING LAP EACH SIDE REF. GENERAL STRUCTURAL NOTES 3/8" N.,--- _�/ BACKER ROD CL OF C.J. VERTICAL WALL CL OF CMU VERT. REINF. CMU WALL — REF. PLAN TYP. REINFORCING EACH SIDE OF C.J. CMU WALL REF. PLAN TYP. CL OF CMU VERT. REINF. NOTES: CL OF CMU 1. DIAPHRAGM REINFORCING AT FLOOR AND ROOF MUST BE CONT THRU JOINT 1/2" MIN. AT C.J. FROM FACE SHELL TYP. 2. LINTELS OR HEADERS OVER OPENINGS MUST HAVE CONT. UNGREASED HORIZ. REINFORCING AT C.J. 3. STOP LEDGER ANGLES AT 1" CLR. C.J. PROVIDE A MIN. OF (2) BETWEEN - BOLTS PER LEDGER ANGLE. REINF. TYP. TYP. CONTROL JOINT DETAIL 1" - 1'-0" SPLICE SINGLE HORIZONTAL LAYER LAP SPLICE DOUBLE HORIZONTAL LAYER TYP. CMU WALL CORNER PLAN DETAILS 1" - 1'-0" N D O a- O Of CD HIGH LIFT GROUTING LOW LIFT GROUTING CL OF CMU VERT. REINF. HORIZONTAL REINFORCING IN BOND BEAM TYP. STACK CORNER REINFORCING OVER BOND BEAM REINFORCING CL OF CMU VERT. REINF HORIZONTAL REINFORCING IN BOND BEAM TYP. STACK CORNER REINFORCING OVER BOND BEAM REINFORCING PROVIDE CLEAN -OUT AT BOTTOM OF EACH POUR MASONRY AND MORTAR SHALL CURE FOR AT LEAST 4 HOURS PRIOR TO GROUTING MAXIMUM GROUT LIFT HEIGHT SHALL BE TO THE BOTTOM OF THE LOWEST BOND BEAM THAT IS MORE THAN 5'-4" ABOVE THE BOTTOM OF THE LIFT, NOT TO EXCEED 12'-8" REMOVE FACE SHELL FOR CLEAN -OUT OPENING MIN. 3" WIDE. SEAL PRIOR TO GROUTING AFTER CLEANING AND INSPECTION. PROVIDE CLEAN -OUTS AT CELLS CONTAINING VERTICAL REINFORCING BUT NO MORE THAN 32" o.c. NOTE: GROUT MUST BE CONSOLIDATED WITH A MECHANICAL VIBRATOR AND RECONSOLIDATED AFTER INITIAL WATER LOSS AND SETTLEMENT HAS OCCURRED. TYP. MASONRY GROUTING DETAIL 1/2" = 1'-0" P/T SLAB ALL FLOOI P/T SLABS REF. ARCH. WALL REINF. REF. GENERAL STRUCTURAL NOTES W U CONC. SLAB (NON P/T SLAB) U) Q LEVEL 1 ONLY • •II CD LJ • J d U� c) SLAB ON GRADE NOTES: 1. DO NOT CUT OR DAMAGE SLAB REINF. 2. DO NOT CORE DRILL. 3. STEP IN SLAB AT FACE OF CMU AT SOME LOCATIONS. SEE 5/S5.01 1 /4": CEN EME cor TOF MATCHING CORNER BARS CMU WALL REF. PLAN CAST -IN DOWEL TO MATCH WALL REINF. EMBED SCHEDULE BAR SIZE EMBED DEPTH 4 4 1/2" 5 5 1/2" 6 6 1/2" — REF. NOTE 3 wLLw uj w C/) • TYP. CMU BASE DETAILS TYP. TOP OF WALL DEFLECTION HEAD 1" - 1'-0" CAST I N MATCH � THICKENED SLAB CENTERED ON CMU WALL w/ (2) #5 CONT. EMBED PL 3/8x6x1'-2" @ 4'-0" o.c. MAX. SPACING CMU WALL REF. PLAN CMU AT BASEMENT WALL 1 " = 1'-0" POUR ZONE REF. 9/S5.01 REVIEWED February 22, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC 38 NORTHWEST DAVIS, SUITE 300 PORTLAND, OR 97209 503.245.7100 1505 5TH AVE, SUITE 300 SEATTLE, WA 98101 206.576.1600 1014 HOWARD STREET SAN FRANCISCO, CA 94103 415.252.7063 ©ANKROM MOISAN ARCHITECTS, INC. 111 SW Fifth Ave., Suite 2600 Portland, OR 97204 O: 503.227.3251 F: 503.227.7980 www.kpff.com N p. I NG R9 A` �3F WAS& i T lco � Z 47422 POD 'ORA L FSS7 A Q0 N O 00 O') O P- Z z O = Q W U 0 U. Z O0 LULU Z O J > J O -0 0 � 0 0 ti Z m CD LLl :�t Z � � Q ui 14 N U REVISION DATE REASON FOR ISSUE RESUB Feb 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT bId2021-0116 CMU DETAILS GMP/PERMIT SET DATE PROJECT NUMBER 05/21 /2021 21900393-R20