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APPROVED BLD2023-0345+STRUCTURAL PLANS +3.20.2023_10.58.29_AM+3430652DESIGN LOADS ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, AS AMENDED BY THE CITY OF EDMONDS. LIVE LOADS IN ADDITION TO THE DEAD LOADS, THE FOLLOWING FLOOR LIVE LOADS WERE USED FOR DESIGN. LIVE LOAD REDUCTION IS PER IBC SECTION 1607.11. REDUCIBLE UNREDUCIBLE SIDEWALKS 250 PSF X PATIENT ROOMS 40 PSF X OPERATING ROOMS 60 PSF X ROOF SNOW LOAD THE ROOF SNOW LOAD IS DETERMINED USING CHAPTER 7 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1608 AND WITH THE FOLLOWING FACTORS: MINIMUM DESIGN LOAD 25 PSF WITHOUT DRIFT Pg = 20 PSF Ce = 0.9 Is= 1.10 Ct= 1.0 Pr = 20 PSF RAIN LOADS RAIN LOADS ARE DETERMINED USING CHAPTER 8 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1611 WITH THE FOLLOWING FACTORS: i[i>tlUl:[iD Z SEISMIC LOADS THE SEISMIC FORCE -RESISTING SYSTEM (SFRS) USED TO RESIST EARTHQUAKE AND WIND LOADS IS COMPRISED OF LIGHT -FRAMED WOOD SHEAR WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE, DESIGNED IN ACCORDANCE WITH AWC "SPECIAL DESIGN PROVISIONS FOR WIND & SEISMIC". EARTHQUAKE DESIGN IS BASED ON THE EQUIVALENT LATERAL FORCE PROCEDURE IN ASCE 7 SECTION 12.8 WITH THE FOLLOWING FACTORS: SITE CLASS D RISK CATEGORY III SEISMIC DESIGN CATEGORY D le = 1.25 SS = 1.282 g S, = 0.451 g SIDS = 1.026 g SD1 = NULL WIND LOADS WIND LOAD IS DETERMINED USING CHAPTERS 26-31 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1609 WITH THE FOLLOWING FACTORS: RISK CATEGORY III KZt = 1.0 EXPOSURE CATEGORY B Ke = 1.0 V = 105 MPH Gip; = ±0.18 Vasd = 81 MPH DESIGN WIND PRESSURES FOR DETERMINING FORCES ON COMPONENTS AND CLADDING SHALL BE DETERMINED USING CHAPTER 30 OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1609 BY THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN OF SUCH ELEMENTS, UNLESS NOTED OTHERWISE ON THE DRAWINGS. SOIL LOADS ASSUMED ALLOWABLE SOIL -BEARING PRESSURE 1500 PSF DL + LL 2000 PSF DL + LL + SEISMIC/WIND GENERAL NOTES SUBMITTALS SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE REINFORCEMENT, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, AND GLUED -LAMINATED MEMBERS. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. DEFERRED SUBMITTALS PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECT AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRED SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING: EXTERIOR CLADDING SYSTEMS NONSTRUCTURAL COMPONENTS DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN ACCORDANCE WITH IBC SECTION 1613, ASCE 7 CHAPTER 13, AND THE PROJECT SPECIFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES. TORSIONAL BRACING SHALL BE DESIGNED BY THE NONSTRUCTURAL COMPONENT DESIGNER AND APPROVED BY THE ENGINEER. DESIGN, DETAILING AND CONSTRUCTION OF ALL NONSTRUCTURAL COMPONENTS WHICH ATTACH TO STRUCTURE SHALL ACCOMMODATE CONSTRUCTION TOLERANCES AS ESTABLISHED BY THE STRUCTURAL SPECIFICATIONS. ANY NONSTRUCTURAL COMPONENTS WHICH ATTACH TO MORE THAN ONE LEVEL OF THE STRUCTURE SHALL ALSO ACCOMMODATE THE FOLLOWING RELATIVE MOVEMENTS BETWEEN LEVELS WITHOUT DAMAGE TO THE NONSTRUCTURAL COMPONENTS: VERTICAL DEFLECTION OF ±1/2 INCH DUE TO VARIABLE LIVE LOADS IN ADDITION, NONSTRUCTURAL COMPONENTS ATTACHED TO MORE THAN ONE LEVEL SHALL ACCOMMODATE AN INELASTIC STORY DRIFT PER "STORY DRIFT" SECTION ABOVE WITHOUT CREATING A LIFE SAFETY HAZARD. INSPECTION SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BY AN APPROVED TESTING AGENCY AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND TESTING. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCY. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL LEVELS, DIMENSIONS, AND EXISTING CONDITIONS IN THE FIELD BEFORE PROCEEDING. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF DISCREPANCIES BETWEEN THE EXISTING CONDITIONS AND THE DRAWINGS, THE CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT BEFORE PROCEEDING. DIMENSIONS NOTED AS PLUS OR MINUS (±) INDICATE UNVERIFIED DIMENSIONS AND ARE APPROXIMATE. NOTIFY ARCHITECT IMMEDIATELY OF CONFLICTS OR EXCESSIVE VARIATIONS FROM INDICATED DIMENSIONS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS --DO NOT SCALE DRAWINGS. DIMENSIONS OF EXISTING CONDITIONS ARE TO BE FIELD -VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED, AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. SOILS EARTHWORK MATERIAL, BACKFILL AND COMPACTION SHALL BE IN ACCORDANCE WITH IBC SECTION 1804. ALL TOPSOIL ORGANICS AND LOOSE SURFACE SOIL SHALL BE REMOVED FROM BENEATH FILL SUPPORTING CONCRETE SLABS OR PAVING. MEMBER SPACING ALL FRAMING MEMBERS SHALL BE EQUALLY SPACED BETWEEN GRID LINES, COLUMNS, AND DIMENSIONED FRAMING UNLESS NOTED OTHERWISE. co N co N 0 N STRUCTURAL NOTES CONCRETE CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19. CONCRETE MIXTURES CONCRETE MIXTURES SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: CONCRETE MIXTURES fc (PSI) TEST AGE (DAYS) EXPOSURE CLASS USE F S W C 4,500 28 F2 SO WO C1 SLAB -ON -GRADE, FOUNDATIONS, EXTERIOR CURBS CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT REQUIREMENTS FOR EXPOSURE CLASSES SPECIFIED IN THE TABLE ABOVE AND ACI 318 TABLE 19.3.2.1. WATER -REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS, BUT SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. CaC12 OR OTHER WATER-SOLUBLE CHLORIDE ADMIXTURES SHALL NOT BE USED. WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENTITIOUS MATERIALS RATIO AND WATER CONTENT SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH REQUIREMENTS AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENTITIOUS MATERIAL RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR IN ACI 318 TABLE 19.3.2.1 FOR THE EXPOSURE CLASSES LISTED. FIELD -MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN. TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94. ALL CONCRETE SUBJECT TO EXPOSURE CLASSES F1, F2 OR F3 SHALL BE AIR ENTRAINED. AIR -ENTRAINING AGENTS SHALL CONFORM TO ASTM C 260. THE PERCENTAGE OF TOTAL AIR SHALL BE ACCORDING TO ACI 318 TABLE 19.3.3.1 WITH A FIELD TOLERANCE OF ±1.5 PERCENT BY VOLUME. THE PERCENTAGE OF TOTAL AIR SHALL BE MEASURED IN THE FIELD AT THE DISCHARGE FROM THE TRUCK. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WEEKS PRIOR TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN CONFORMANCE WITH ACI 318, CHAPTER 19. THE SUBMITTAL SHALL INDICATE WHERE EACH CONCRETE MIX IS TO BE USED ON THE PROJECT, AS WELL AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE SHALL CONFORM TO THE PROJECT SPECIFICATIONS. CURING IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 HOURS AFTER FINISHING CONCRETE SURFACES. REFER TO THE PROJECT SPECIFICATIONS FOR CURING REQUIREMENTS. REINFORCING STEEL DEFORMED BARS ASTM A 615, GRADE 60 REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE PROJECT SPECIFICATIONS AND THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI STANDARD OF PRACTICE AS OUTLINED IN ACI 315, "GUIDE TO PRESENTING REINFORCING STEEL DESIGN DETAILS". LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. WHERE SPLICE LENGTH IS NOT SHOWN, USE TYPE Lb (Lbt FOR TOP BARS) SPLICE PER DEVELOPMENT AND SPLICE LENGTH SCHEDULE. REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS, UNLESS NOTED OTHERWISE: USE COVER NONSTRUCTURAL SLAB -ON -GRADE PER DETAILS STRUCTURAL SLAB -AT -GRADE BOTTOM BARS 2" WALL BARS: EXPOSED TO EARTH OR WEATHER 1 1/2" (#5 AND SMALLER) 2" (#6 AND LARGER) FOOTING, BOTTOM BARS 3" (CAST AGAINST EARTH) TOP BARS 1 1/2" 2" (#6 AND LARGER WHERE EXPOSED TO EARTH OR WEATHER) SIDE BARS 2" NONSHRINK GROUT BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM f'c = 8,000 PSI. ALL OTHER NONSHRINK GROUT SHALL HAVE MINIMUM f'c = 5,000 PSI. ANCHORS POST -INSTALLED ANCHORS PROVIDE POST -INSTALLED ANCHORS PER THE FOLLOWING SCHEDULE UNLESS NOTED OTHERWISE: ANCHORS IN CONCRETE ANCHOR TYPE APPROVED ANCHOR(S) EVALUATION REPORT ADHESIVE HILTI HIT-HY 200 ICC-ES ESR-3963 MECHANICAL HILTI KWIK BOLT TZ ICC-ES ESR-1917 ADHESIVE REINFORCING DOWEL MATERIALS ADHESIVE REINFORCING DOWELS (ARD) ASTM A 615, GRADE 60 THREADED ARID ASTM F 1554, GRADE 36 (CARBON STEEL) ASTM A193 138M CLASS 1 (STAINLESS) ANCHOR EMBEDMENT DEPTHS LISTED SHALL BE CONSIDERED EFFECTIVE EMBEDMENT DEPTHS AS DEFINED IN THE ICC-ES OR IAPMO UES EVALUATION REPORTS. PROVIDE ANCHOR LENGTH AND HOLE PER EVALUATION REPORT TO ACCOMMODATE THE EFFECTIVE EMBEDMENT SPECIFIED IN THESE DRAWINGS. MECHANICAL AND ADHESIVE ANCHORS SHALL BE ZINC PLATED CARBON STEEL UNLESS NOTED OTHERWISE. MECHANICAL AND ADHESIVE ANCHORS EXPOSED TO WEATHER SHALL BE STAINLESS STEEL. DO NOT DAMAGE EXISTING REINFORCEMENT. IF LOCATION OF REINFORCEMENT IS UNKNOWN, SCAN FOR EXISTING REINFORCING STEEL PRIOR TO DRILLING. USE OF ALTERNATE PRODUCTS, OR OF POST -INSTALLED ANCHORS AT LOCATIONS NOT SHOWN IN THESE DRAWINGS, IS SUBJECT TO THE APPROVAL OF THE ARCHITECT. SUBMIT PROPOSED ANCHORS TO THE ARCHITECT WITH AN ICC-ES OR IAPMO UES REPORT VALID FOR THE 2018 IBC AND DOCUMENTATION SHOWING THAT THE ALTERNATE PRODUCTS PROVIDE EQUIVALENT CAPACITY FOR ALL CONDITIONS IN THIS PROJECT. SUBMITTED ICC-ES AND IAPMO UES REPORTS SHALL DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR USE IN CRACKED CONCRETE. WHERE ANCHORS RESIST SEISMIC LOADS OR SUSTAINED TENSION, SUBMITTED ICC-ES AND IAPMO UES REPORTS SHALL DEMONSTRATE THAT THE ANCHORS ARE SUITABLE FOR THE RESISTANCE OF SEISMIC LOADS OR SUSTAINED TENSION (AS APPLICABLE). DOCUMENTATION OF CAPACITY FOR ALTERNATE PRODUCTS MUST BE INCLUDED AS A DEFERRED SUBMITTAL. ADHESIVES SHALL NOT BE INSTALLED PRIOR TO THE CONCRETE REACHING AN AGE OF 21 DAYS AS REQUIRED BY ACI 318. WELDED HEADED STUDS AND DEFORMED BAR ANCHORS ALL STUDS AND DEFORMED BAR ANCHORS (DBA) SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT RECOMMENDED BY MANUFACTURER WITH LENGTH AFTER WELD AS SHOWN ON THE STRUCTURAL DRAWINGS. TYPE MATERIAL SIZE WELDED HEADED STUDS AWS D1.1 TYPE B 3/4"0 UNLESS NOTED OTHERWISE DEFORMED BAR ANCHORS ASTM A 1064 1/2"0 UNLESS NOTED OTHERWISE WOOD WOOD CONSTRUCTION SHALL CONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 23 SAWN LUMBER SAWN LUMBER SHALL CONFORM TO THE LATEST EDITION OF "GRADING AND DRESSING RULES" BY WCLIB OR "WESTERN LUMBER GRADING RULES" BY WWPA. LUMBER SHALL BE SEASONED DRY WITH A MAXIMUM MOISTURE CONTENT OF 19% AND BE THE SPECIES AND GRADE SPECIFIED BELOW. USE PLANKING & PLATES GRADE Ft, (PSI) (SINGLE USE) DOUGLAS FIR -LARCH STUD GRADE 700 DOUGLAS FIR -LARCH NO. 2 900 JOISTS & RAFTERS DOUGLAS FIR -LARCH NO. 2 900 BEAMS & STRINGERS 5"x5" AND LARGER DOUGLAS FIR -LARCH NO. 1 1,350 zi-R-10 5"x5" AND LARGER DOUGLAS FIR -LARCH NO. 1 1,200 4"X4" DOUGLAS FIR -LARCH NO. 1 1,000 STRUCTURAL COMPOSITE LUMBER STRUCTURAL COMPOSITE LUMBER PRODUCTS SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: MODULUS OF ALLOWABLE TYPE ELASTICITY (PSI) FLEXURAL STRESS (PSI) LVL 2,000,000 2,600 LSL 1,300,000 1,700 LSL 1,550,000 2,325 FLEXURAL STRESSES NOTED ABOVE ARE FOR A 12-INCH MEMBER. DEEPER MEMBERS SHALL BE DESIGNED FOR REDUCED STRESSES PER THE MANUFACTURER'S REQUIREMENTS. PRODUCT SUBSTITUTION REQUESTS SHALL INCLUDE AN ICC-ES OR IAPMO-UES REPORT VALID FOR THE 2018 IBC. PRODUCT SUBSTITUTIONS SHALL BE DEMONSTRATED TO HAVE EQUIVALENT STRENGTH, STIFFNESS, AND ALLOWABLE SPACING OF FASTENERS WITHOUT ALTERING THE STRUCTURAL DESIGN. WHERE SUBSTITUTION REQUESTS INVOLVE ALTERING THE STRUCTURAL DESIGN, THE SUBSTITUTION REQUEST SHALL INCLUDE THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. WOOD STRUCTURAL PANELS WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF DOC PS 1 OR DOC PS 2. SHEATHING SHALL BE AS FOLLOWS: ROOF SHEATHING 15/32 CATEGORY APA RATED SHEATHING, 32/16, EXPOSURE 1 SHEAR WALL SHEATHING 15/32 CATEGORY APA RATED SHEATHING, 32/16, EXPOSURE 1 ALL ROOF SHEATHING SHALL BE INSTALLED WITH THE LONG DIMENSION PERPENDICULAR TO SUPPORTS, UNLESS NOTED OTHERWISE, AND WITH THE PANELS CONTINUOUS OVER TWO OR MORE SUPPORTS. INSTALL WITH 1/8" GAP BETWEEN PANELS. FLOOR DIAPHRAGM AND SHEAR WALL NAILS SHALL BE DRIVEN FLUSH, BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. TIMBER FASTENERS AND CONNECTORS WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE AS SPECIFIED IN CATALOG NO. C-C-2021, OR APPROVED EQUAL. INSTALL CONNECTORS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS WITH NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE FASTENERS IN EACH MEMBERS. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A 307. PROVIDE STANDARD WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED DRY AND BE THE SAME GRADE (MIN) AS THE MEMBERS CONNECTED. ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH LU SERIES JOIST HANGERS, UNLESS NOTED OTHERWISE. ALL DOUBLE AND TRIPLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH U SERIES HANGERS, UNLESS NOTED OTHERWISE. ALL FRAMING NAILS SHALL HAVE THE SIZE AND MINIMUM LENGTH AS SPECIFIED IN THE FOLLOWING TABLE, UNLESS NOTED OTHERWISE. NAIL TYPE SHALL BE COMMON UNLESS NOTED OTHERWISE. POWER -DRIVEN NAILS SHALL BE IN ACCORDANCE ICC-ES ESR-1539. NAILING NOT SHOWN SHALL BE AS INDICATED IN IBC TABLE 2304.10.1. SEE 7/S-501 AND 15/S-501 FOR NAIL SIZES AT SHEAR WALL AND ROOF DIAPHRAGM SHEATHING, RESPECTIVELY. FRAMING NAILS TYPE MARK TYPE SHANK DIAMETER MINIMUM LENGTH 8d COMMON 0.131" 21/2' 10d COMMON 0.148" 3" 16d COMMON 1 0.162" 31/2' 16d-SHORT SHORT 1 0.131" 31/4" POWER -DRIVEN NAILS MAY BE SUBSTITUTED FOR COMMON NAILS AT SPACING AS FOLLOWS. SUBSTITUTIONS FOR NAIL SIZE, SPACING, OR QUANTITY NOT SHOWN REQUIRE APPROVAL. ALTERNATE NAILING SCHEDULE FASTENER TYPE SHANK DIAMETER LENGTH SPACING 8d COMMON 0.131" 2 1/2" 16" 12" 8" 6" 4" 3" 2" 16d SHORT 0.131" 3 1/4" 16" 12" 8" 6" 4" 3" 2" 10d COMMON 0.148" 3" 16" 12" 8" 6" 4" 3" 2" 16d SHORT 0.131 " 3 1/4" 12" 10" 6" 4" 3" 2 1/2" 1 1/2" 16d COMMON 0.162" 3 1/2" 16" 12" 8" 6" 4" 3" - 16d SHORT 1 0.131" 3 1/4" 1 10" 1 8" 5" 4" 2 1/2" 1 2" - ALL FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE -TREATED LUMBER SHALL BE GALVANIZED WITH A MINIMUM COATING OF 1.85 OUNCES/SQUARE FOOT. IDENTIFICATION ALL SAWN LUMBER AND PREFABRICATED WOOD PRODUCTS SHALL BE IDENTIFIED BY A GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY. WOOD SHRINKAGE THE ARCHITECTURAL, PLUMBING, ELECTRICAL, MECHANICAL, AND FIRE PROTECTION SYSTEMS SHALL BE DESIGNED TO ACCOUNT FOR 3/4" VERTICAL SHRINKAGE DUE TO LUMBER DRYING AND CRUSHING DUE TO THE BUILDING SELF -WEIGHT. LUMBER DRYING SHRINKAGE IS BASED ON A MOISTURE CONTENT AT THE TIME OF PLACEMENT EQUAL TO 19% AND A FINAL MOISTURE CONTENT OF 9%. PRESERVATIVE -TREATED WOOD WOOD SHALL BE PROTECTED FROM DECAY AND TERMITES IN ACCORDANCE WITH IBC 2304.12. PRESERVATIVE -TREATMENTS SHALL CONFORM TO THE APPROPRIATE STANDARDS OF THE AWPA FOR SAWN LUMBER, AND GLUED -LAMINATED TIMBER AND SHALL BEAR A TREATMENT IDENTIFICATION MARK BY THE CERTIFYING AGENCY. ALL LUMBER IN CONTACT WITH CMU, CONCRETE, OR GROUND SURFACES SHALL BE PRESERVATIVE -TREATED. PRESERVATIVE TREATMENT SHALL NOT REDUCE ALLOWABLE DESIGN STRESSES. DRAWING LIST to S-001 STRUCTURAL NOTES, DRAWING LIST AND SPECIAL INSPECTIONS U S-101 S-201 LEVEL 02 PLAN PARTIAL PLAN & ELEVATIONS w S-401 TYPICAL CONCRETE DETAILS S-402 CONCRETE DETAILS S-501 S-502 TYPICAL WOOD DETAILS WOOD DETAILS �1 -O 0 CN CU to � / w C:)/F C) z00 N (T Q U s 4- C:) (T m The following documentation shall be available on ' site for the building inspector: ■ 1 0 COE APPROVED ARCHITECTURAL PLAN SET 1 ■ 1 COE APPROVED STRUCTURAL PLAN SET 1 Ej COE REVIEWED CALCULATION PACKET ■ ENERGY CREDIT WORKSHEET 1 SITE PLAN 0 ■ CIVIL PLAN ■ ❑ 1 ■ 1 ■ 1 ■ 1 ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 1 SPECIAL INSPECTIONS AND TESTING SCHEDULE ESTABLISHED PER IBC 2018 SECTION 109 AND CHAPTER 17 ITEM IBC CODE COMMENTS SOILS 1705.6 GRADING, EXCAVATION AND FILL FINAL FOUNDATION PREPARATION CONCRETE 1705.3 - POST -INSTALLED ADHESIVE ANCHORS - POST -INSTALLED MECHANICAL ANCHORS - SEISMIC RESISTANCE 1705.12 - SEISMIC - WOOD 1705.12.2 - NONSTRUCTURAL FOR SEISMIC RESISTANCE - - ARCHITECTURAL COMPONENTS 1705.12.5 - PROCESS MECHANICAL AND PLUMBING COMPONENTS 1705.12.4, 1705.12.6, 1705.12.8, 1705.13 - BUILDING MECHANICAL AND PLUMBING COMPONENTS ELECTRICAL COMPONENTS - SPECIAL INSPECTIONS AND TESTING NOTES: 1. REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. 2. INSPECTION REQUIREMENTS FOR SYSTEMS DESIGNED BY OTHERS SHALL BE DEFINED BY THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THEIR DESIGN. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY TO ALL BIDDER -DESIGNED COMPONENTS. APPROVED BY CITY OF EDMONDS BUILDING verdantM HEALTH COMMISSION SERVING SOUTH SNOHOMISH COUNTY Kruger Building Exterior Floors 1 & 2 21600 Highway 99 Edmonds, WA 98020 DESIGN: Designer DRAWN: Author CHECKED: Checker NO.: 22-0302 No Description Date SD COORDINATION 12/04/2022 SD SET 12/16/2022 DID SET 03/01/2023 PERMIT SET 03/17/2023 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com RECEIVED Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0345 JURISDICTION STAMP STRUCTURAL NOTES, DRAWING LIST AND SPECIAL INSPECTIONS Cl) DIVISION Apr 19 2023 S-001 C 2022, JPC Architects, LLC I 1 2 S-201 S-201 I =-�❑ -=-�❑I,,— I ----------------------------------- flL------------------ LEVEL 2 PLAN 1 /8" = V-0" 6 S-201 — — — — — — — I V I d U LU I-- -17 -0 U 0_ N N N W O Q z(> Q� U s N N O p. m vir ant' HEALTH COMMISSION SERVING SOUTH SNOHOMISH COUNTY Kruger Building Exterior I Er Floors 1 & 2 21600 Highway 99 -- Edmonds, WA 98020 OPEN I II ` S-201 S-201 DESIGN: Designer � DRAWN: Author ALOW CHECKED: Checker / \ N O.: 22-0302 / — — — — — — — — — — — --� I I I I I I I I I I I I � I I I I L I I I I II I II I II I I II� II II I ❑ 0 II — — — — — — — — - III III I I III hi ❑ ----- LEI _ I I — — — — — — — — — — — — — — �— — — — — — I I I I I I I I I I I I I I I I I I I I I I I I I I I I� L----------------- No Description Date SD COORDINATION 12/04/2022 SD SET 12/16/2022 DD SET 03/01/2023 PERMIT SET 03/17/2023 --------------------------------- � I I I ------------------j APPROVED BY CITY OF EDMONDS BUILDING sm 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com RECEIVED Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0345 JURISDICTION STAMP LEVEL 02 PLAN co DIVISION Apr 19 2023 S-101 © 2022, JPC Architects, LLC I U 2 ' � I I I 5 (E) EXTERIOR 2x6 S-402 WOOD -FRAMED WALL ATOP FOOTING TYP ItAL (E) EXTERIOR WOOD -FRAMED WALL ATOP FOOTING DRILL & EPDXY 3" EMBED, NEW STEM WALL HORIZ REIMF & FTG REINF INTO (E) STEM WALL & FTG, TYP SW-6 NEW WOOD -FRAMED WALL PER NOTE W2 ATOP (E) FOOTING NEW WOOD -FRAMED WALL PER NOTE W2 ATOP NEW FOOTING SW-6 0 co+ 4 S-402 VERIFY OR INSTALL 6x6 POST OR (4) 2x STUDS LSW_6 co U) I NEW WOOD -FRAMED WALL PER NOTE W2 TYP III II I� II II II II II I I� 9 S-402 I 11 II II II II II II U) ROOF SHEA1 PER NOTE W 3-1/2x14 LSL 3 (E) EXTERIOR 2x6 WOOD -FRAMED S-402 WALL ATOP FOOTING TYP I 4 S-402 I II (E) FOOTING TO REMAIN WEST CANOPY SECOND FLOOR PARTIAL PLAN 1 /4" = 11-01, CONTINUOUS VE STRUCTURAL ME TO REMAIN TYP ELEVATION 1 /4" = 11_01, n N 0 7 N N 0 N NEW WOOD -FRAMED WALL PER NOTE W2 ATOP NEW FOOTING WEST CANOPY ROOF PARTIAL PLAN 1 /4" = 11-01, 1" GAP BETWEEN RETAINING WALL & EX STRUCTURE (E) STOREFRONT SYSTEM �------------------� I I I I I I -----------------� REMOVAL OF (E) HORIZ MEMBERS IS ACCEPTABLE. NEW GLAZING PANELS REQUIRED 2 S-402 TYP UILD PER 7/S-502 (E) ROOF STRUCTURE TO REMAIN ?x6 LEDGER OD 3ELOW ` (E) RIDGE BEAM TO REMAIN (E) BEAM TO REMAIN L RETAINING WALL SLAB -ON -GRADE PER NOTE F1. SEE MECH FOR SIZE. GENERATOR CONCRETE PAD PARTIAL PLAN 1 /4" = 11-01, (E) GRADE BEAM --------- (E) EXTERIOR 2x6 WOOD -FRAMED WALL ATOP GRADE BEAM — NEW CONIC PLINTH & PEDESTAL 5� p+ 11 S-402 (E) PILE BELOW NEW WOOD -FRAMED WALL PER NOTE W2 ATOP NEW STEM WALL (E) PERIMETER GRADE BEAM EAST CANOPY SECOND FLOOR PARTIAL PLAN 1 /4" = 11-01, GENERAL PLAN NOTES: G1. REFERENCE DRAWINGS: S-001 - STRUCTURAL NOTES, SPECIAL INSPECTION SCHEDULE, SYMBOLS AND ABBREVIATIONS S-201 - PARTIAL PLANS & ELEVATIONS S-40X - CONCRETE DETAILS AND SCHEDULES S-50X - WOOD DETAILS AND SCHEDULES G2. ONLY STRUCTURAL WALLS ARE SHOWN. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALLS OR EXTENTS. G3. VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. G4. SEE ARCHITECTURAL DRAWINGS FOR FLOOR AND PLATE ELEVATIONS. CONT 2x10 LEDGER j I (E) BEAM TO REMAIN I I I OUTLINE OF LEVEL 2 WALL (ABOVE) TYP I I 11 S-502 EXTEND BEAM ATOP / (E) WALL (E) 3-1/8" GLULAM RIM OUTLINE OF LEVEL 1 WALL (BELOW) L CONT 2x10 LEDGER (E) BEAM TO REMAIN g S-502 T — — 10 U S-502 0 POST BELOW (E) BEAMS TO REMAIN (E) FLOOR JOISTS (E) BEAMS TO REMAIN N Q 0 X N EAST CANOPY ROOF PARTIAL PLAN 1 /4" = 11-01, FOUNDATION PLAN NOTES: F1. SLAB -ON -GRADE TO BE 8" THICK MILD REINFORCED SLAB WITH #5 @ 1611 OC EA WAY. F2. CONTRACTOR TO COORDINATE SIZE & LOCATION OF ALL HOUSEKEEPING PADS AND CURBS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. F3. CONTRACTOR TO COORDINATE SLAB -ON -GRADE BLOCK -OUT SIZE & LOCATIONS WITH ARCHITECTURAL & MECHANICAL DRAWINGS. PROVIDE TRIM REINFORCEMENT AT ALL SLAB ON GRADE PENETRATIONS PER 2/S-401. 2x10 @ 24" OC 2x10 4x10 CONT 4x10 ROOF SHEATHING PER NOTE W3 CONT 4x10 LEDGER. 4x8 HEADER WITH HHC HANGER EA END, ABOVE CABINET OPENING IN NEW WALL BELOW (E) BEAMS TO REMAIN POST BELOW WOOD FRAMING PLAN NOTES: W1. SEE 1/S-501 FOR TYPICAL WALL FRAMING ELEVATION. W2. ALL EXTERIOR WALLS TO BE 2x6 @ 16" OC TYP. W3. ROOF SHEATHING SHALL BE PER STRUCTURAL NOTES. SEE DIAPHRAGM NAILING SCHEDULE ON 15/S-501. W4. SEE SRCH DRAWING FOR ROOF ELEVATIONS. WOOD FRAMING LEGEND STRUCTURAL WALL ABOVE -- - STRUCTURAL WALL BELOW SW INDICATES SHEAR WALL AND SHEATHING SIDE. REFER TO 7/S-501 FOR SHEAR WALL SCHEDULE AND DETAILS. KEYED PLAN NOTES: AN4ZOVED 13Y CITY OF A INVERTED HU414 HANGER ]EDMOND&BUILDING OC MTS16 STRAP DIVISION U W �1 -O 0 CN CU / �F w O z 00 Q V s N (U O � (T m 111100MMINN erdant HEALTH COMMISSION SERVING SOUTH SNOHOMISH COUNTY Kruger Building Exterior Floors 1 & 2 21600 Highway 99 Edmonds, WA 98020 DESIGN: Designer DRAWN: Author CHECKED: Checker NO.: 22-0302 No Description SD COORDINATION Date 12/04/2022 SD SET 12/16/2022 DID SET 03/01/2023 PERMIT SET 03/17/2023 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com RECEIVED Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0345 JURISDICTION STAMP PARTIAL PLAN & ELEVATIONS S-201 C 2022, JPC Architects, LLC Cl) Apr 19 2023 IPAINT W/ CURING COMPOUND COAT ONE END OF DOWELS AS BOND BREAK BEFORE FROM JT TO DOWEL END W/ ADJACENT SLAB IS POURED FORM -RELEASE AGENT. ALL COATED DOWEL ENDS TO BE AT SAME SIDE OF JT 1'-4" SMOOTH DOWEL BARS SEE PLAN FOR REINF @ 12" OC W/ DIAMETER = 1/8xt FLUSH AGAINST UNDERSIDE SEE PLAN FOR BASE CONSTRUCTION JOINT OF PERPENDICULAR SLAB REINF. INSTALL DOWELS PERPENDICULAR TO JT AND LOCATE NO CLOSER THAN METAL OR JOINT FILLER STRIP PLACED 12" FROM CORNERS. FLUSH W/ SURFACE WHEN SLAB IS POURED OR 1/8" WIDE SAW CUT C14 CONTROL JT TO BE FILLED W/ SEALANT r.. 6 DISCONTINUE EVERY OTHER SEE PLAN FOR REINF REINF BAR CROSSING CONTROL JT W/ 6" GAP CENTERED AT JT SEE PLAN FOR BASE CONTROL JOINT CUT. MARK LOCATION OF JT PRIOR TO POUR TO ENSURE NOTES: CUT IS MADE BTWN REINF GAP. 1. REFER TO PLAN FOR SLAB THICKNESS AND REINFORCING. 2. CONTROL JOINTS TO BE SPACED @ 36*t OC MAX, EACH WAY, UNLESS NOTED OTHERWISE. RATIO OF DISTANCE BETWEEN CONTROL JOINTS IN EACH DIRECTION FOR A SLAB PANEL SHALL NOT EXCEED 1.5. CONSTRUCTION JOINTS PER THIS DETAIL SHALL BE CONSIDERED AS CONTROL JOINTS FOR CONTROL JOINT SPACING REQUIREMENTS. 3. WHERE CONTROL JOINTS ARE SAW CUT, TIMING OF JOINT CUTTING SHALL BE PER THE PROJECT SPECIFICATIONS. 4. PREPARE SUBGRADE PROVIDE CAPILLARY BREAK AND VAPOR BARRIER PER ARCH SPECS. TYP SOG CONTROL & CONSTRUCTION JOINTS NO SCALE SOG - REENTRANT CORNERS TYP SLAB -ON -GRADE TRIM REINF 3/4" = 1'-0" 6" F #4 @ 18" OC CLEAN SURFACE PRIOR AROUND PERIMETER TO CONIC POUR OF PAD, SEE NOTE 2 3'-0" OC MAX 6"MAX CONCRETE PAD 3" MIN [f'c=3,000 PSI] SEE MECH, ELECT N AND ARCH (9" MAX) M #4 @ 12" OC EW -/ EQUIPMENT PADS (1) #4 CON SEE MECI- ELECT ANI ARCH (12" MAX) 6"-8" T-18" E MECH D ARCH @18"O E NOTE EQUIPMENT CURBS )NT NOTES: 1. EQUIPMENT PAD SIZE TO BE 6" LARGER THAN EQUIPMENT IN EACH DIRECTION, UNLESS NOTED OTHERWISE. COORDINATE EXACT SIZE AND LOCATION OF CURB AND PADS WITH EQUIPMENT PROVIDED. 2. ATTACH REINFORCING TO SLAB WITH ADHESIVE ANCHORING SYSTEM PER STRUCTURAL NOTES. 3. DETAIL IS NOT INTENDED FOR SUPPORT OF ROOFTOP EQUIPMENT. TYP CURBS & PADS ON CONCRETE SLABS NO SCALE f'c = 4,000 PSI fy = 60,000 PSI SIZE Ld Ldt Lb Lbt Ldh #4 19 (28) 25 (37) 25 (37) 32 (48) 9 #5 24 (36) 31 (46) 31 (46) 40 (60) 12 #6 28 (43) 37 (55) 37 (55) 48 (72) 14 #7 42 (62) 54 (81) 1 54 (81) 70 (105) 17 #8 47 (71) 62 (92) 62 (92) 80 (120) 19 #9 54 (80) 70 (104) 70 (104) 90 (136) 21 #10 60 (90) 78 (117) 78 (117) 102 (153) 24 #11 1 67 (100) 87 (130) 87 (130) 113 (170) 27 NOTES: 1. USE THE LENGTHS IN THIS SCHEDULE, UNLESS NOTED OTHERWISE. 2. USE LENGTH IN ()WHEN BAR COVER IS db OR LESS OR BAR CLEAR SPACING IS 2db OR LESS. 3. ATOP BAR IS A HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW IT. ABBREVIATIONS db = BAR DIAMETER Ld = TENSION DEVELOPMENT LENGTH Ldt = TENSION DEVELOPMENT LENGTH FOR A TOP BAR Lb = CLASS B LAP SPLICE LENGTH, 1.3 Ld Lbt = CLASS B LAP SPLICE LENGTH FOR A TOP BAR, 1.3 Ldt Ldh = TENSION DEVELOPMENT LENGTH FOR A STANDARD HOOK DEVELOPMENT AND SPLICE LENGTH SCHED 12" = V-0" I I I I I I I I I I I I I I I I Q I m I I I I I I I I GUARDRAIL PER ARCH PL3/8x6x0'-10" W/ (2) 5/8"0 EXP ANCHORS W/ 3 1/4" EFFECTIVE EMBED @ 7" GAGE 1" CHAMFER WHERE OCCURS (E) CONIC SLAB, 4" MIN MIN 5" THICK TYP TOP -MOUNTED GUARDAIL DETAIL 3" = 1'-0" APPROVED BY CITY OF EDMONDS BUILDING V I U LU �1 -O 0 CN CD <00,00 W CD O z (D (T Q U (L s N (U O (T CO Ie rc r�fM1006wa. HEALTH COMMISSION SERVING SOUTH SNOHOMISH COUNTY Kruger Building Exterior Floors 1 & 2 21600 Highway 99 Edmonds, WA 98020 DESIGN: Designer DRAWN: Author CHECKED: Checker NO.: 22-0302 No Description SD COORDINATION Date 12/04/2022 SD SET 12/16/2022 DID SET 03/01/2023 PERMIT SET 03/17/2023 EEL 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com RECEIVED Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0345 JURISDICTION STAMP TYPICAL CONCRETE DETAILS co DIVISION Apr 19 2023 S-401 C 2022, JPC Architects, LLC I U 2 BOT OF WALL CONN STUD WALL W/ BOT OF WALL CONN PER 7/S-501 SHEATHING PER PLAN TYP PER 7/S-501TYP U STUD WALL W/ SHEATHING ' ' I PER PLAN TYP EN EN W EN REINF TO MATCH SLAB -ON -GRADE REINF z_ 0 6" WIDE STEM WALL z_ 0 m C.0 0 0 V-9 1/2" WIDE STEM WALL -O SLAB -ON -GRADE T/GRADE T/GRADE O U CN #4 TOP, BOT & 12" OC �/ z CTR'D IN STEM WALL #4 HORIZ @ 1� FINISH GRADE _ \�\� z_ #4 @ 12" OC VERT z_ 12" OC W C:)p `? �2 CONCRETE SLAB ° CTR'D IN STEM WALL o 0 0 (3) #4 VERT N O- REINF PER PLAN `_9 @ 12" OC j 1 Q #4 CONT TOP, s BOT & 12" OC N N 2" CLR 0 0= 8" MIN #4 @ 12" OC V-3" 2'-4" #4 @ 12" OC EX STUD SHTG TO EX JOIST THICKENED SLAB EDGE NO SCALE OTI In `A(ALL W/ -IING PER PLAN WALL CONN i-501 WEST CANOPY FOOTING 1 1/2" = 1'-0" 3RADE STUD WALL W/ SHEATHING PER ARCH STEM " OC VERT V STEM WALL BOT & 12" OC V STEM WALL EX CONIC STEM WALL &FTG EPDXY 3" IN EXILL FTG I WEST CANOPY FOOTING 1 1/2" = 1'-0" STUD WA'' PLAN FOF OCCURS EX 3x PL 1 AB @ 4'-0' EX JOIST EX CRAWL SPACE WEST CANOPY FOOTING 1 1/2" = 1'-0" (2) CONT #4 SHEARWALL SHTG SEE PLAN FOR WHERE OCCURS EN AT SHEARWALL. AT EX WALL & SHTG, VERIFY OR INSTALL T/GRADE EX CONIC STEM WALL & FTG EX 6" STRUC SLAB SECTION 1 1/2" = 1'-0" CL POST, PLINTH, & FTG =R PLAN LADDING BOT OF WALL CONN PER 7/S-501 5 1/2" WIDE CONIC CURB #4 CONT T&B #4 @ 12" OC VERT DRILL & EPDXY 4" EMBED CL POST & PLINTH X-X 1'-2" SQ PEDESTAL #4 TIES TOP, BOT & 12" OC (3) #4 CONT SQ EAST CANOPY FOOTING 1 1/2" = 1'-0" r - - 4-FT TALL MAX SOLID I I PANEL SCREEN WALL BY OTHERS "" "^ "^"IT HORIZ INING BEHIND CIVIL IC VERT VALL IC HORIZ c i� c c (2) #4 CONT CANTILEVERED RETAI N I N PER CIVIL T IC G WALL WEST CANOPY FOOTING 1 1/2" = 1'-0" APPROVED BY CITY OF EDMONDS BUILDING rcant 1 HEALTH COMMISSION SERVING SOUTH SNOHOMISH COUNTY Kruger Building Exterior Floors 1 & 2 21600 Highway 99 Edmonds, WA 98020 DESIGN: Designer DRAWN: Author CHECKED: Checker NO.: 22-0302 No Description SD COORDINATION Date 12/04/2022 SD SET 12/16/2022 DD SET 03/01/2023 PERMIT SET 03/17/2023 OEM 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com RECEIVED Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0345 JURISDICTION STAMP CONCRETE DETAILS co DIVISION Apr 19 2023 S-402 © 2022, JPC Architects, LLC TOP PLATE PER 2/S-501 NOTES (APPLIES TO ALL (3) 16d-SHORT END NAIL THRU ELEVATIONS): ONE PLATE TO STUD, TYP RIM BLKG, TYP 1. FRAMING NAILING NOT v J SHOWN SHALL BE AS T/SHEATHING INDICATED IN IBC TABLE END OF END OF 2304.10.1. NAILS PER SPLICE SPLICE 2. SILL PLATES TO BE SCHEDULE SHALL BE 4'-0" MIN LAP SPLICE U PRESSURE -TREATED PLACED IN (2) ROWS WHERE IN CONTACT WITH EQUAL SPACED CENTER PL JOINT 72 STUDS PER CONCRETE. ON STUDS, TYP PLAN 3. SEE 5/S-501 FOR SILL OUTSIDE OF SPLICE, Uj BOLT CONSTRUCTION. FASTEN PER IBC 4. INCREASE SILL PLATE TABLE 2304.10.1 DOUBLE TOP SIZE TO 3x WHERE 1 1/2" PLATE BLOCK ALL REQUIRED BY SHEAR PANEL EDGES AT WALL SCHEDULE PER SHEAR WALLS 7/S-501. .O PER 7/S-501 U O N STUD FRAMING, TYP W O AT BEARING WALL Q Z 00 ON 2x SILL OR TO CONIC: NOTES: j Q BOTTOM PLATE, 5/8" O AB'S W/ 1. MINIMUM PLATE SPLICE IS TYPE TPS-1 FOR 2x PLATES. Q SEE NOTE 4 8" EMBED @ 48" OC 2. PROVIDE CONTINUOUS TOP PLATES WITHOUT JOINTS WHERE s AT SHEAR WALL � WALLS ARE 12'-0" OR LESS IN LENGTH. }' N SEE 7/S-501 0= T/CONC OR SHEATHING 0 (U 6 MIN m (3) 16d-SHORT END NAIL AT 2x PLATE, (4) 10" MAX 16d-SHORT TOENAIL AT 3x PLATE, TYP TYP STUD WALL FRAMING ELEVATION NO SCALE 1 /2" M A " EN, TYP J U 00 co SHEAR WALL AB PER 7/S-501 WASHER PL 3GAx3x0'-5" BEARING WALL AB PER 1/S-501 STANDARD CUT WASHER T/STEM WALL NOTES: 1. CENTER ANCHOR BOLTS ON THE SILL PLATE. TYP ANCHOR BOLTS AT STEM WALL NO SCALE TOP PLATE SPLICE SCHEDULE NO SCALE HANGER SCHEDULE MEMBER SIZE FACE MOUNT TOP FLANGE 2x10 LU210 JB210A LSL 1-3/4x14 MIU1.81/14 MIT1.81/14 LSL 3-1/2x14 HU414 BA3.56/14 MAX NAILS TYPICAL HANGER SCHEDULE NO SCALE TOP PLATE SPLICE PER 2/S-501 T/TOP PLATE •I7•T--TI-•-TT- T--I�--°°I--�I--TT-•�T--I�-=TTI• -I I'I I -I I'I I -I I'I°•I I -I I'I I -I I'I I'I I- INTERMEDIATE I° --- --- -- --- --- --- --- --- --- -- STUD NAILING ...... .. .. .. .. .. .. .. .. . ... °1.1°I - °I•I°-.-I°-°I•I°-°I•I°-°I•I°-°I•I°-°I•I°- -°I•I - I°1.1° PER 7/S-501 °I I°I I°I I°•I I°I I°I I°I I°I I°•I I.I I°I I° I I I I I I•"I I I I I I I I•I I•"I I I I I I STUD SIZE AT 'I I°I I`°•I I`I I I`I I`I I`I°•I I` I"I I" ADJOINING PANEL I° I I I I. °I I I I I I I I I I. • I I I° I EDGES PER 7/S-501 •I I•I I•I I•'I I•I I•I I•I I•I I•I I•'I I•I I•I I• I` I I I I I I I I I•.I I I I I I I I I I I`I °I °I I•I I•I I•I I•I h•I I•I I•I I•I I•I I•I I• • I I I I I I I I I I,°I I I I I I I I I I I•I EN PER I°I I°I I°I I°I I.I I•°I I°I I.I°I°I I.I I. 7/S-501 I I I I I I I I I I I 11.1 1 I 1 I 1 I 1 I I I I - I I I I I I I I I I° •I I I I I I I I I I I- I 1� L- I_-1L -�1--1 --1 °I ��LI_. �1L-_-.1 = �� = 1-LI T/GONG BLOCK ALL PANEL EDGES PER 7/S-501 BOTTOM OF WALL CONN AT CONCRETE PER 7/S-501 TYP SHEAR WALL NAILING NO SCALE WOOD SHEAR WALL SCHEDULE ALL VALUES ARE BASED ON 2018 IBC AND SDPWS-15 FOR STRUCTURAL PANEL SHEAR WALL WITH FRAMING OF DOUGLAS FIR -LARCH STUD OR FASTENER SPACING BOTTOM OF WALL CONNECTION NUMBER BLOCKING SIZE AT SEISMIC WALL TYPE MARK SIDES OFF ADJOINING BOUNDARIES INTERMEDIATE AT CONCRETE TOP OF WALL ALLOWABLE SHEATHING PANEL AND PANEL STUDS, SEE AT WOOD FLOOR CONNECTION SHEAR EDGES EDGES, SEE NOTE 10 FIELD OF SLAB, NEAR EDGE, LBS/FT ( ) NOTE 9 SEE NOTE 8 SEE NOTE 8 SW-6 1 2x 6" OC 12" OC 5/8" O AB @ 48" OC 5/8" O AB @ 24" OC N/A 600 @ 16" OCC @ 310 NOTES: 1. SHEATHING NAIL SIZE SHALL BE 0.148"0 WITH 1-1/2" MINIMUM PENETRATION INTO FRAMING. 2. REFERENCE STRUCTURAL NOTES FOR SHEATHING TYPE AND THICKNESS. 3. INSTALL SHEATHING PANELS EITHER HORIZONTALLY OR VERTICALLY. 4. PLATE WASHERS FOR SILL BOLTS SHALL BE PER 5/S-501. 5. WHERE NAIL SPACING IS LESS THAN 4" OC, STAGGER EDGE NAILING 1/2". 6. REFER TO 5/S-501 FOR SHEAR WALL NAILING DETAIL. 7. PRESSURE TREATED SILL PLATE SHALL BE 3x FRAMING. 8. USE NEAR EDGE SPACING WHEN ANCHOR BOLTS ARE WITHIN 12" OF A SLAB EDGE OR SHAFT OPENING, OR ARE PLACED IN A STEM WALL. 9. WALL BOUNDARIES INCLUDE TOP PLATE, BOTTOM PLATE, SILL PLATE, AND COMPRESSION STUDS, UNO. 10. FASTENER SPACING AT INTERMEDIATE MEMBERS SHALL BE 6" OC WHERE STUD SPACING IS 24" OC. WOOD SHEAR WALL SCHEDULE NO SCALE SW-6 SHEAR WALL TYPE MARK PER SCHEDULE, PLACE SHEATHING ON SAME SIDE AS TYPE MARK SHEAR WALL LEGEND ROOF DIAPHRAGM NAILING SCHEDULE ALL VALUES ARE BASED ON 2018 IBC AND SDPWS-15 FOR STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH MIN FASTENER SPACING SEISMIC SHEATHING BLOCKING FRAMING NUMBER OF ALLOWABLE LOCATION CATEGORY REQUIRED AND BLKG LINES OF DIAPHRAGM CONTINUOUS OTHER INTERMEDIATE SHEAR WIDTH FASTENERS BOUNDARIES, PANEL PANEL FRAMING (LBS/FT) SEE NOTE 3 EDGES EDGES MEMBERS ROOF 19/32 NO 2x 1 6" OC - 6" OC 12" OC 215 NOTES: 1. SHEATHING NAIL SIZE SHALL BE 0.148"0 WITH 1-1/2" MINIMUM PENETRATION INTO FRAMING. 2. ORIENT SHEATHING PERPENDICULAR TO FLOOR/ROOF FRAMING. STAGGER SHEATHING. 3. DIAPHRAGM BOUNDARIES INCLUDE DIAPHRAGM PERIMETER, SHEAR WALLS, AND DRAG STRUTS INDICATED ON PLAN. "OTHER" ^A All EDGE NA INTERME NAILING UNBLOCKED DIAPHRAGM PLAN SHEAR WALL "OTHER" ^A All EDGE NA DIAPHRAGM BOUNDARY NAILING INTERME (BN), (2) ROWS AT NAILING WALLS AND DRAG CONTINU STRUTS PANEL El NAILING SHEAR WALL JOIST SHEAR WALL DIAPHRAGM BOUNDARY NAILING (BN), (2) ROWS AT INTERIOR SHEAR WALLS AND DRAG STRUTS BLOCKING LOCATION SHEAR WALL BJOIST L DIAPH M PL�VED BY CITY OF IV3er an HEALTH COMMISSION SERVING SOUTH SNOHOM I SH COUNTY Kruger Building Exterior Floors 1 & 2 21600 Highway 99 Edmonds, WA 98020 DESIGN: Designer DRAWN: Author CHECKED: Checker NO.: 22-0302 No Description SD COORDINATION Date 12/04/2022 SD SET 12/16/2022 DD SET 03/01/2023 PERMIT SET 03/17/2023 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com RECEIVED Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0345 JURISDICTION STAMP TYPICAL WOOD DETAILS co ROOF DIAPHRAGM NAILING SCHEDULE NO SCALE EDMONDS BUILDING DIVISION Apr 19 2023 S-501 © 2022, JPC Architects, LLC I U 2 U w z U -0 N 0_ N N I� W O Q z(> Q� U s N N O p. m EX ROOF SHTG EX ROOF JOIST EX STUD WALL/NEW STU[ WALL, SEE PLAN WHERE OCCUR SECTION 1 1/2" = V-0" EX BEAM EX FLOOR SHTG \ EX JOIST & HANGER - STUD WALL PER PLAN SDS25600 @ 24" OC SECTION 1 1/2" = V-0" VERIFY OR INSTALL 10d @6"OC BN EX ROOF JOIST & SHTG TO BE REMOVED SHTG PER PLAN 2x6 LEDGER W/ (2) ROWS 10d @8"OC EN AT SHEAR WALL SEE PLAN FOR WHERE OCCURS JOIST PER PLAN EX STUD WALL WITH SHEATHING VERIFY OR INSTALL 10d@4"OC TRIM EX SHTG 2.5" BELOW BOT OF PL BN SHTG PER PLAN REMOVE EX SHTG BEHIND LEDGER JOIST PER PLAN W/ HANGER PER SCHEDULE CONT LEDGER PER PLAN W/ (2) ROWS OF 5/8" O THRU BOLTS AT 16" OC SECTION 1 1/2" = V-0" EX FLOOR SHTG SECTION 1 112" = V-0" nNl ins n�tntc+ V I V V VYPII_I_ VY/ SHTG PER PLAN WHERE OCCURS SKYLIGHT SKYLIGHT FRMG PER ARCH PER ARCH TYP ---- —--------TI BN,(2)ROWS I I I I SHTG PER I I PLAN TYP 4L EN TOP OF WALL CONN PER 7/S-501 EX STUD WALL WITH SHEATHING VERIFY OR INSTALL 10d @ 4" OC BN TRIM EX SHTG 2.5" BELOW BOT OF PL SHTG PER PLAN (4) 10d JOIST PER PLAN 8d TOENAIL ES, REMOVE EX SHTG \�: T&B BEHIND LEDGER JOIST BLKG AT 24" OC LEDGER PER PLAN W/ 3/8"Ox4" LAG SCREWS AT 16" OC EX TRUSS & ROOF SHTG TO REMAIN JOIST PER PLAN W/ HANGER PER SCHEDULE BEAM PER PLAN TYP SECTION 1 1/2" = V-0" EX EX SH- SECTION 1 1/2" = V-0" EX STUD WALL WITH SHEATHING EX FLOOR SHTG EX BE EX STI WALL BN CONT 2x8 10d TOENAIL ES I 1 IQ UAAI! 1Z:E) REMOVE EX SHTG BEHIND LEDGER CONT FULL -DEPTH WEB STIFFENER W/ (2) ROWS OF 10d SHORT @ 8" OC (NAILS NOT SHOWN) R NI LLUV LII rLll rL/'11V VERIFY OR INSTALL 10d @ 4" OC 2x4 @ 24" OC SHTG PER PLAN BN (2) ROWS CONT BEAM PER PLAN JOIST PER PLAN JOIST PER PLAN H2.5A EA JOIST EN STUD WALL W/ SHTG PER PLAN TOP OF WALL CONN PER 7/S-501 EX TRUSS TAIL & SHTG TO BE REMOVED APPROVED BY CITY OF EDMONDS BUILDING Verdant' 1110SAW10. HEALTH COMMISSION SERVING SOUTH SNOHOMISH COUNTY Kruger Building Exterior Floors 1 & 2 21600 Highway 99 Edmonds, WA 98020 DESIGN: Designer DRAWN: Author CHECKED: Checker NO.: 22-0302 No Description SD COORDINATION Date 12/04/2022 SD SET 12/16/2022 DD SET 03/01/2023 PERMIT SET 03/17/2023 OEM 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com RECEIVED Mar 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0345 JURISDICTION STAMP WOOD DETAILS Cl) DIVISION Apr 19 2023 S-502 © 2022, JPC Architects, LLC