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REV1 APPROVED BLD BLD2023-0976+STRUCTURAL PLANS+8.5.2024_8.26.47_AM+4420313STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 15 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8 SITE CLASS PER GEOTECH) SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.3 ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0. 5 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.874 3 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) .5 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR 00 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) SEISMIC RESPONSE COEFFICIENT (CS) 1. 0.134 3 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. SIDS BASE SHEAR (V), V = CSW = R I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 97 MPH EXPOSURE B KZT 1.31 A3SEE PLANS FOR ADDITIONAL DESIGN LOADS. (STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS PIPE PILING INSTALLATION X PILING REFUSAL VERIFICATION X CONCRETE ADHESIVE ANCHORS X IF USED NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. FOUNDATIONS: SPREAD FOOTINGS & PIN PILES SOILS REPORT: REPORT NO: NOT AVAILABLE AT TIME OF DESIGN PREPARED BY: COBALT GEOSCIENCES DATED: JUNE 6, 2024 ALLOWABLE SOIL PRESSURE: 3000 PSF ALLOWABLE PILE CAPACITY LATERAL EARTH PRESSURE: UNRESTRAINED: RESTRAINED: PASSIVE: COEFFICIENT OF FRICTION 6K 35 PCF + ANY APPLICABLE SURCHARGE 50 PCF + ANY APPLICABLE SURCHARGE 250 PCF 0.40 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL 3 ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. w v v v v w IV- -I,- vv v v v v v vwv vv v vv v v v 2"0 PIPE PILING INSTALLATION 2" XS PIPE SHALL CONFORM TO ASTM A53 GRADE A OR B, FY = 30 KSI (MIN) PILES SHALL BE DRIVEN THROUGH LOOSE MATERIAL & BEAR IN COMPETENT DENSE SOIL AS DETERMINED BY THE GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL HAVE A MINIMUM OVERALL EMBEDMENT OF 10 FEET OR AS DETERMINED ADEQUATE BY THE GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL NOT EXCEED A MAXIMUM EMBEDMENT DEPTH OF 30 FEET. PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A PNEUMATIC HAMMER OR OTHER SIMILAR HYDRAULIC HAMMER SYSTEM. THE PNEUMATIC HAMMER SHOULD WEIGH AT LEAST 140 POUNDS. REFUSAL SHALL BE DEFINED AS 1" OR LESS OF PENETRATION DURING 1 MINUTE OF SUSTAINED DRIVING. PIPE SECTIONS SHALL BE CONNECTED WITH INTERNAL SLIP COUPLINGS. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY ALL UTILITIES WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THESE DRAWINGS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY AND ALL DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR OPERATION. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (Pc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c* WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 4000 PSI 0.50 5 1/2 SACK N/A WALLS AND FOOTINGS 4000 PSI 0.50 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. *PROVIDE fc SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f'c = 2500 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 24 18 9 30 23 12 #4 31 24 12 41 31 15 #5 39 30 15 51 39 19 #6 47 36 18 61 47 23 #7 68 53 21 89 68 27 #8 78 I 60 24 102 1 78 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. I1LIW111.14d ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NDS 12.1.4.2. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.5. TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE FID (PSI) Fv (PSI Fc (PSI) BEAMS & POSTS LVL 2.0E 2,600 285 2,510 BEAMS (d >: 9 1/2") PSL 2.0E 2,900 290 - TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. ALL WORK SUBJECT APPROVED TO FIELD PLANS MUST BE INSPECTION FOR ON JOB SITE CODE COMPLIANCE REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION BUILDING OFFICIAL Aug 13 2024 APPROVED DATE The revision has been approved with the following 1 changes: 1. Addition of Pin Piles to the foundation stabilization. 1 2. Modification of the sheathing. 1 3. Creation of two window openings on the south side of 1 I the structure. ' 1 4. Designation of a Solar Ready Zone. 1 I I Please refer to the revised structural plans approved on ' 1 8/13/2024. 1 I L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------------------------------------------- See Special Inspections found on sheet S1.1. Please provide the Special Inspection report to the area Building Inspector when requested. TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. 2. WALL BASE PLATE ON CONCRETE WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3" POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES. 3. ROOF AND FLOOR FRAMING PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'4" OC MAXIMUM UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS. 4. DIAPHRAGM NAILING ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. 5. ALLOWABLE STUD AND PLATE PENETRATIONS CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING NATIVE SOIL GRANULAR FILL STRUCTURAL STEEL RATED SHEATHING SHEAR WALL (SEE SCHEDULE) ____ - - - - - EXTENT OF FRAMING loe COLUMNS COLUMN BEARING ON BEAM BEAM CONTINUOUS OVER SUPPORT P SWX � CONCRETE WALL BEARING STUD WALL NON -BEARING STUD WALL BEARING STUDVV SHEAR WALL COLUMN MARK (SEE SCHEDULE) FOOTING MARK (SEE SCHEDULE) O HOLDOWN MARK (SEE SCHEDULE) O HANGER MARK (SEE SCHEDULE) NON -BEARING STUD SHEAR WALL CMU WALL FLAG NOTE (SEE PLAN NOTES) STEEL MOMENT FRAME CONN. I ___0_ 4m ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 07/ 19/ 24 J H H Z O m F D N H 0 C) c-I N m Cn W W W W W a cr_ cc� m m Izi- Izi- W N � N � N --- N I-_ 00 00 T__I m C) rn O O O O DESIGN: LMS DRAWN: LVW CHECK: DTR JOB NO: 23144.10 DATE: 07/28/23 REVISION Aug 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0976 W U � W W W N LO O CY-Lj 00Z Z > O) J CL < Q I � �- Z o U ago Z W , ^ V / SHEET: S1.1 FOUNDATION AND MAIN FLOOR FRAMING PLAN SCALE: 1/4" = V-0" FOUNDATION AND MAIN FLOOR FRAMING PLAN NOTES: 3 1. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL. 2. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 3. F© INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET S3.1 FOR SIZE & REINFORCEMENT. 4. REFER TO SHEET S4.1 AND S4.2 FOR FOUNDATION DETAILS. 5. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 6. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON ROOF FRAMING PLAN. REFER TO HOLDOWN SCHEDULE ON SHEET S3.1 FOR HOLDOWN TYPES AND ROOF FRAMING PLAN FOR HOLDOWN ANCHOR BOLT LOCATIONS. 7. REFER TO ROOF FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET S3.1 FOR LOCATION OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 8. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 9. REFER TO DETAIL 3/S4.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 10. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 12" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S5.1. PILE SCHEDULE PILE TYPE DESIGN LOAD PILE SHAFT NOTES P1-P11 2"0 PIPE PILE 6.OK 2" 0 XS PIPE NOTES: 1. ALL PILES SHALL BE INSTALLED TO TWICE THE DESIGN LOAD. PILE PLAN NOTES: 1. CONTRACTOR SHALL VERIFY PILE LOCATIONS WITH EXISTING BUILDING CONDITIONS & APPROVED STRUCTURAL DRAWINGS. 2. ALL PILES, ANCHORS, AND BRACKETS SHALL BE GALVANIZED. 3. CONTRACTOR SHALL INVESTIGATE FOR EXISTING FOUNDATION DRAINAGE SYSTEM WITHIN EXCAVATED WORK AREAS AND SHALL REPAIR/REPLACE DRAINAGE MATERIALS AS REQUIRED. 4. \') INDICATES PILE PER STRUCTURAL NOTES AND SCHEDULE. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 J z O m ALL & FTG D_ — N F__ )LE FTG C) N m XY & 4" w w w w w 0 a cf� cr_ re 2'-0" 0 2'-0" 4'-0" 01/ 19/ 24 m m lzT lz* W N \ N \ N \ N \ � 00 00 rl a) Q N r-I ro r-I C) O O O O DESIGN: LMS DRAWN: LVW CHECK: DTR JOB NO: 23144.10 DATE: 07/28/23 REVISION Aug 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0976 Z Q n W U z W 0 o W 00 z Q °' Z � a 00 � = 3::F0 Q I � � 0 0 Z a �? Z Z z O Ld SHEET: S201 FAI FAI ROOF FRAMING PLAN SCALE: 1/4" = V-0" TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTORS, AND BLOCKING INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 3. UNLESS NOTED OTHERWISE, HEADERS SHALL BE 4x6 HF#2 WITH (1) 2x CRIPPLE STUD & (1) FULL HEIGHT STUD. 4. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 5. REFER TO SHEET S6.1 FOR TYPICAL ROOF FRAMING DETAILS. 6. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 8. UNO, ALL POSTS SHALL BE (2) 2x STUDS. 9, + + HATCHED AREAS INDICATE STICK FRAMING @ 24" OC APPLIED ABOVE PLYWOOD SHEATHING. REFER + + TO TYPICAL OVERFRAMING DETAIL 3/S6.1. 10. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON MAIN FLOOR LEVEL. 12. ATTACH ALL RAFTERS TO WALLS BELOW WITH SIMPSON H2.5A HURRICANE TIES. A 13. AT EXISTING PERIMETER WALLS, REMOVE EXISTING SHIPLAP SIDING AND REPLACE WITH ZIP R-9 SHEATHING W/ 0.131"0 SHANK NAILS @ 3" OC AT ALL PANEL EDGES AND @ 12" OC AT INTERMEDIATE/FIELD NAILING. SEE 1/S5.1 FOR MORE INFORMATION. 2'-0" 0 2'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 01/19/24 J z O m D_ N U N m w w w w w a cf� cr- re m m lzT lz* W N \ N \ N \ N \ � 00 00 r-I 01 Q N r-I ro r-I O O O O V Q' Q DESIGN: LMS DRAWN: LVW CHECK: DTR JOB NO: 23144.10 DATE: 07/28/23 REVISION Aug 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0976 Ld Z U Z W cl 71116Lah o 0 4 -0cy— W 00 Z ` Z / 0) Caa D (c) I..11-- � Q aLf)Z LL. 1- 5O — 0 0 SHEET: S2.2 "All CORNER BARS x Q "A" ,, MAY BE SUBSTITUTED FOR ALL 90° HOOKED BARS STD 90° HOOK TYP UNO UNO, VERT CORNER BARS SHALL BE SAME SIZE TABULATED FOR MIN WALL REINF FOR THICKER WALL "A" = SPLICE LENGTH SEE NOTES, DETAILS, OR PLANS FOR Q (1) #4 VERT REQ'D REINF. ALL BARS TO BE CONT OR SPLICED PER STRUCTURAL NOTES STD 180° HOOK HORIZ CORNER BARS OF SIZE AND SPACING TO MATCH (2) #4 VERT REINF OF THINNER WALL PLACE VERT REINF OUTSIDE EXCEPT AS OTHERWISE NOTED OR SHOWN TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS HOLDOWN CHORD PER PLAN & HOLDOWN SCHEDULE CRIPPLE STUD AT OPENING AS REQ'D PER PLAN &DETAILS NOTE: EXTEND THREADED ROD BETWEEN JOISTS INTO STEM WALL BELOW. PROVIDE ROD COUPLER IF REQ'D. WHERE CONCRETE WALL HT > 3'4', ROD MAY EXTEND 24" MIN INTO WALL W/ NUT & WASHER SHOWN. THREADED ROD AS REQ'D FOR HOLDOWN W/ NUT & WASHER AT BASE. EXTEND ROD INTO FTG, TYP UNO TOP OF FTG HOLDOWN DETAIL SCALE: 1" = V-0" HOLDOWN PER PLAN AND SCHED SHEAR WALL PER PLAN AND SCHED I I SQUASH BLOCKING TO MATCH II HOLDOWN CHORD ABOVE I I WHERE JOIST SPACE OR I I CRIPPLE WALLS ARE PRESENT II II II II II II l= II II II II II II A. NEW FOUNDATION FAI 0 4"0 PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER V-0" MIN. TURN DOWN PERFORATIONS AS SHOWN 1000-- LINE 0°o o° 0 000 O oOoOO °0°0 °o 0 o0� °0 OF MAX EXCAVATION. 1 IF SOIL IS OVER EXCAVATED, REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL TYPICAL FOOTING DRAIN f SCALE: 1" = 1'-0" HOLDOWN PER PLAN HOLDOWN CHORD PER PLAN AND SCHED & HOLDOWN SCHEDULE SHEAR WALL PER PLAN AND SCHED CRIPPLE STUD AT OPENING AS REQ'D PER PLAN & DETAILS NOTE: EXTEND THREADED ROD BETWEEN JOISTS INTO STEM WALL BELOW. PROVIDE ROD COUPLER IF REQ'D. II II II I I SQUASH BLKG TO MATCH HOLDOWN THREADED ROD AS REQ'D I I CHORD ABOVE PER PLAN & HOLDOWN I I SCHEDULE. INSTALL I I W/ HILTI HIT-HY 200 EPDXY I I II _ II II q U EXISTING CONCRETE STEM WALL TOP OF EXISTING FOOTING EXIST SHEATHING EXIST JOIST (DIRECTION VARIES PER PLAN) AT SHEAR WALLS, PROVIDE TITEN HD ABS TO MATCH SIZE & SPACING SHOWN IN SW TABLE. IN LIEU OF ABS, CONTRACTOR'S OPTION TO PROVIDE SIMPSON URFP @ 6'-0" OC MAX W/ (5) 1/4"0 x 3" SIDS SCREWS INTO SILL PLATE AND (2) 1/2"0 ANCHOR BOLTS INTO FOUNDATION WALL, DRILLED AND EPDXIED W/ HILTI HIT-HY200 EPDXY & 4" MIN EMBED B. EXISTING FOUNDATION NEW OR EXIST SHEATHING & NAILING PER PLAN & SHEAR WALL SCHEDULE (EXIST SHEATHING TO REMAIN AT NON -SHEAR WALLS) CONT 2x RIM BOARD, FASTEN TO EXIST RIM W/ (2) ROWS 16d NAILS @ 16" OC STAGGERED SILL PL NAILING PER SW SCHED SIMPSON A34 CLIP @ 24" OC SHEATHING & NAILING PER FOUNDATION PLAN NOTES JOIST PERI PLAN N PT 46 LEDGER W/ 5/8"0 x 8" TITEN HD ANCHORS @ 16" \ OC STAGGERED EXIST STEM WALL CRAWLSPACE SECTION (BEARING SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHED SILL PLATE NAILING PER SHEAR WALL SCHED SHEATHING PANEL EDGE NAILING PER SW SCHED OR STRUCTURAL NOTES (2) #4 CONT FOOTING DRAIN PER TYPICAL DETAIL PIPE Tnrn��� i rv�n�in Tir�ni SLEEVES TO CLEAR PIPE 1" ALL SIDES TOF BOF o x Q VO PIPES ALLOWED IN PHIS REGION. LOWER =TGS AS REQ'D I I LOWER BOF AS REQ'D z PIPE TRENCH EXCAVATION PARALLEL 911 IN TO FOOTING IS NOT ALLOWED TYP BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS SCALE: 1/2" = 1'-0" 2x6 PT SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SW SCHED OR STRUCTURAL NOTES 2x PT LEDGER W/ 3/4"0 AB @ 16" OC EMBEDDED 6" INTO CONCRETE WALL JOIST PER PLAN W/ TOP FLANGE HANGER TO SILL #4 @ 12" OC EA WAY O °p°° o° O 0 000 °O p o °o o°O III- O °0 000 ° o O 00o0� 00 0 _o / 6" / SIZE AND REINF PER PLAN AND SCHE CRAWLSPACE SECTION (BEARING SCALE: 1" = V-0" EXIST SHEATHING EXIST JOIST (DIRECTION VARIES PER PLAN) 0 � AT SHEAR WALLS, PROVIDE TITEN HD ABS TO MATCH SIZE & SPACING SHOWN IN SW TABLE. IN LIEU OF ABS, CONTRACTOR'S OPTION TO PROVIDE SIMPSON URFP @ 6'-0" OC MAX W/ (5) 1/4"0 x 3" SDS SCREWS INTO SILL PLATE AND (2) 1/2" 0 ANCHOR BOLTS INTO FOUNDATION WALL, DRILLED AND EPDXIED W/ HILTI HIT-HY200 EPDXY & 4" MIN EMBED NOTE: FOR NOTES & INFO NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 7. u WOOD STUD WALL PER NOTES AND DETAILS (4) 10d NAILS 00 i JOIST PER PLAN x 0 1 1/2" LSL BLKG m @ 48" OC #4 @ 12" OC O 00°0 00° O EA WAY 0 0000 0 o p ° ° 0 W = 00 ° ° ° O 0 _ ui = 00 0 �LU OO°00 °O 0 o �LU NOTE: / REFER TO DETAIL 6 FOR 6" NOTES AND INFORMATION / NOT SPECIFICALLY CALLED / SIZE AND REINF OUT PER PLAN AND SCHE CRAWLSPACE SECTION NON -BEARING _ 6 SCALE: 1" = V-0" NEW OR EXIST SHEATHING & NAILING PER PLAN & SHEAR WALL SCHEDULE (EXIST SHEATHING TO REMAIN AT NON -SHEAR WALLS) SHEATHING & NAILING PER FOUNDATION PLAN NOTES JOIST PER PLAN CONT 2x RIM W/ (2) 16d NAILS @ 6" OC EXIST 6x6 SILL PLATE EXIST STEM WALL CRAWLSPACE SECTION (NON -BEARING POST PER PLAT ATTACH TO SIL W/ (4) 16d TOE -NAIL' 4x FULL DEPTH BLK( AT POST LOCATIOP COL PER PLAN & SCHED EXIST SILL PLATE EXIST FLOOR SYSTEM SOLID BLKG EXISTING BEAM SIMPSON AC POST CAP POST TO MATCH POST ABOVE SIMPSON ABU POST BASE rtm rLHly & ,��ntv CRAWLSPACE DETAIL 0 I LI U N w a C C I ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 01/19/24 J H F_ z O m F- D W cn O � c-4 cn U > > > W w w w w 0 a = = = W � --- 00 00 r-i m Q m � rn � r- O O O O Y � Q m DESIGN: LMS DRAWN: LVW CHECK: DTR JOB NO: 23144.10 DATE: 07/28/23 REVISION Aug 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0976 La U Z W Q V) N W W O Q �W00 Z Q Z a O D (o Q cl Q Lo Z Z D Z - ccO L o O Li W L J SHEET: S4.1 SCALE: 1" = V-0" SCALE: 1" = V-0" SCALE: 1" = V-0" C a I EXIST WALL SHEATHING VERIFY/PROVIDE DECKING PER ARCH 2x RIM SILL PL AND AB JOISTS PARALLEL EXIST SHEATHING SPACING PER SHEAR D @ SIM SECTION WALL SCHED POST PER PLAN STUD WALL PER (2) #4 CONT TOP HANGER PER JOIST FRAMING PLAN NOTES PROVIDE BLOCK OUT II II SCHED I111 AT DOOR OPENINGS I N I BEAM BEYOND SHEATHING AND NAILING II11 DECKING PER ARCH SLAB ON GRADE AND II 11 SIMPSON ABU POST BASE PER PLAN AND SHEAR SUBGRADE PER EXIST JOIST PER DECK JOIST PER PLAN WALL SCHEDULE x FOUNDATION PLAN PLAN 8" x 8" CONCRETE PLINTH z Q JOISTS PER PLAN W/ #3 TIES @ 3" OC = = #4 @ 12" OC EA WAY EXIST SLAB \ / PAVING OR FINISHED CENTERED IN WALL ON GRADE HANGER PER PLAN NOTES \X (4) #4 HOOKED DOWELS GRADE PER ARCH \ 6" DRAWINGS O o N FINISHED GRADE OR 2x10 PT HF LEDGER W/ (2) - o`b poo`b °oo po °poo °poo 1 — CONCRETE SLAB PER PLAN 1/4"0 x 3 1/2" SDS SCREWS �, EXIST FDN _ — — - (:P 0 .° o °� A O° o O° oo°o 000 & (1) 1/2"0 TITEN HD CONC I, qDRAIN/ .° o0 0 —_ SCREW ANCHOR @ 16" OC z I � � ° ° Oo o °° ° —�—� �- 0000 0° #3 x 2'-0" LONG REINF A O @ 18 OC, DRILL & EPDXY z �o° 0 oINTO EXIST CONC W/ HILTI Q ° 0 ° ° HIT-HY 200 EPDXY & 4" NOTE: t w 0 0 w V) MIN EMBED AT "SIM" SECTIONo 0 o O 0 0 o aPROVIDE PILES PER 0 0PLAN AND DETAIL 6. SIZE AND REINF FOOTI/ 6JOISTS PERPENDICULAR TO STEM WALL �'' U PE/ r U PER PLAN / ALT HOOK � SIZE &REINF PER PLAN & SCHED AS SHOWN LEDGER TO EXIST WALL EDGE SECTION TYPICAL STEM WALL DETAIL 1 SCALE: 1- 1 -0 S(:3 )— o CALE: 1- 1 0 L= 0 rJ TYPICAL DETAIL SCALE: 1 1/2" = 1'-0" EXIST FOUNDATION PRECAST FOUNDATION BRACKET W/ 6.0K MINIMUM CAPACITY PILE PER PLAN SHEATHING AND NAILING PER PLAN NOTES FINISHED GRADE FOOTING DRAIN PER TYPICAL DETAIL SHEATHING & NAILING PER PLAN & SHEAR WALL SCHED PT 2x SILL PLATE W/ 5/8"0 x 9" TITEN HD ANCHORS PER SHEAR WALL SCHEDULE OR STRUCTURAL NOTES 0 OD°° 0° 0 °O 0000 O 0.0°0° 00 .0 00 °° -00 O 0 00� °O / 6" / 8 (3) #4 BARS PER PILE PIPE PILING PER PLANS & NOTES PANEL EDGE NAILING I I II �II __ _I I — SECTION SCALE: 1" = V-0" d I o EXIST JOISTS I I PER PLAN u 8" #4 @ 12" OC ° CENTERED EA WAY mu "- (2) #4 CONT BOT EXIST SLAB ON GRADE NOTE: FOR NOTES & INFO NOT SPECIFICALLY CALLED A OUT REFER TO DETAIL 9. A SEC�1�" R'-O" N C SCALE: SILL PLATE NAILING PER SHEAR WALL SCHED (2) #4 CONT SLAB ON GRADE, CONTRACTOR SAWCUT, REMOVE & REPLACE EXIST AS REQ'D FOR NEW FDN EXCAVATION & CONSTRUCTION SHEATHING & NAILING PER PLAN & SHEAR WALL SCHED SHEATHING PANEL EDGE NAILING PER SW SCHED OR STRUCTURAL NOTES 2x6 PT SILL PL W/ ANCHOR BOLT SIZE & SPACING PER SW SCHED OR STRUCTURAL NOTES JOIST PER PLAN W/ TOP #3 x 2'-0" LONG REINF -I —I - IDFLANGE HANGER TO SILL @ 18 OC, DRILL & EPDXY INTO EXIST CONC 2x PT LEDGER W/ 3/4"0 AB -I—� W/HILTI HIT-HY 200 EPDXY - @ 16" OC EMBEDDED 6" & 4" MIN EMBED INTO CONCRETE WALL #4 @ 12" OC EA WAY O o 1 A -L_ o 6" � SIZE & REINF PER PLAN & SCHED CRAWLSPACE SECTION (BEARING SCALE: 1" = 1'-0" SHEATHING AND NAILING PER PLAN NOTES 2x10 PT HF LEDGER W/ (2) 1/4"0 x 3 1/2" SDS SCREWS & (1) 1/2"0 TITEN HD CONC SCREW ANCHOR @ 16" OC 2x BLKG @ 4'-0" FIRST BAY JOISTS PER PLAN FOOTING DRAIN PER TYP DETAIL Mx Q 2 0 = w d U w N w 0- VFY/PROVIDE 8d @ 6" SILL PL NAILING VFY/PROVIDE SIMPSON A34 @ 24" OC PROVIDE TITEN HD ABS TO MATCH SIZE & SPACING PER TYPICAL FRAMING PLAN NOTES. IN LIEU OF ABS, CONTRACTOR'S OPTION TO PROVIDE SIMPSON URFS @ 6'-0" OC MAX W/ (5) 1/4"0 x 3" SDS SCREWS INTO SILL PLATE AND (2) 1/2"0 ANCHOR BOLTS INTO FOUNDATION WALL, DRILLED AND EPDXIED W/ HILTI HIT-HY200 EPDXY & 4" MIN EPDXY I I EXIST JOISTS PER PLAN z u 00 2 O VFY/PROVIDE PT SILL PLATE Q (2) #4 CONT 1° ro I OC EA WAY ro D0°0 0° 0 °O 0000 000°0 00 0 0 O o 0 0 p00 00 0 o 0 0 / / SIZE AND REINF PER PLAN AND SCHED CRAWLSPACE SECTION SCALE: 1" = V-0" ALT HOOK AS SHOWN cn U 0 = w H U � U w N w a ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 01/19/24 J H H z O m F CL cn � ~ O 2 � c-4 m U) ac > > > W w w w w 0 a w 00 00 � rn O O O O Y � Q m DESIGN: LMS DRAWN: LVW CHECK: DTR JOB NO: 23144.10 DATE: 07/28/23 REVISION Aug 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0976 W (/) U Z W Q (n � N W W o 0 �W00 Z Q o') Z CL a O D F- (o Q Q cl Q lf) Z Z D Z - � cO c o O w 61 W Li- J IlEl SHEET: so2 ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 LTP4 CLIP EA SIDE EXISTING RAFTERS EXISTING RAFTERS NOTCH JOISTS TO NOTCH EXIST ROOF JOIST MATCH ROOF ANGLE VERTO PROVIDE FULL BEARING (3) 1/4"0 x 4 1/2" KICK 2x4 HF#2 K CEILING JOISTS AT NEW BEAM SDS SCREWS KICKER, NOTCH TOP TO PROVIDE PER PLAN _ FULL BEARING OF + + RAFTERS x Q DOUBLE JOIST PER PLAN, (3) 1/4"0 x 4 1/2" FASTEN TOGETHER W/ (2) SIDS SCREWS SIMPSON LUS26 10d NAILS @ 12" OC HANGER, TYP BEAM PER q�OF WAS�l Z& PLAN 2x FILLER BLKG ry r" SECTION SECTION o 4501��`1 2 SCALE: 1" = 1'-0" I �SIONAL 01/19/24 J z O m � N C) r-1 N m 0 > > > LIJ w w w w p d oC oC oC m m lzT lZ* N N N N W \ \ \ \ 1-- 00 00 r-I 01 Q N r-I ro r-I O O O O Y N Q DESIGN: LMS DRAWN: LVW CHECK: DTR JOB NO: 23144.10 DATE: 07/28/23 REVISION Aug 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0976 LLJ U Q Z ~ W W cl co 0 w h o 0 cy— W 00 Z z > °' Caa D� co LL- p., o QLf) z LL. �o Z� � O - 0 0 _ w SHEET: A S602