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REVIEWED-RESUB 1-Structural_Plans+8.24.2022_10.54.03_AM+3069769The scope of work for this project includes miscellaneous framing associated with new bay window projections and a new exterior deck The existing structure's lateral capacity was not altered and therefore lateral analysis of the existing structure was not part of this scope of work I. ALL NEW MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION FOR NEW SCOPE OF WORKS AREAS SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2018 EDITION). EXISTING COMPONENTS AND STRUCTURAL SYSTEMS NOT RELATED TO THE NEW SCOPE OF WORK WERE NOT ANALYZED FOR CODE COMPLIANCE. 2. DESIGN LOADING CRITERIA ROOF LIVE LOAD (SNOW, IRREDUCIBLE, NOT INCLUDING DRIFT) 25 P5F FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF FLOOR LIVE LOAD (RESIDENTIAL BALCONIES) 60 PSF FLOOR LIVE LOAD (STORAGE) 125 PSF STAIR AND CORRIDOR LIVE LOAD, NON REDUCIBLE 100 PSF UNIFORM, 300 LB CONCENTRATED MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER DESIGN LOADING CRITERIA - LATERAL LOADS WIND VULT = 91 MPH (3-5ECOND GUST), ENCLOSED BUILDING, EXPOSURE 'B', KZT = 10 ENCLOSED SIMPLE DIAPHRAGM BUILDINGS ASCE 1-I6 CH 21 PART 2 EARTHQUAKE RISK CATEGORY 2, IE =1.0 SS =1295, SI = 0.451, SITE CLASS = D (ASSUMED), SDS = 1.036, SDI = 0.56, SDG = D, DESIGN LOADING CRITERIA - DEAD LOADS ROOF DEAD LOAD 14 PSF FLOOR DEAD LOAD (RESIDENTIAL) 16 PSF WOOD FRAMED WALL DEAD LOAD (INTERIOR/EXTERIOR) 12/20 PSF CONCRETE WALL DEAD LOAD (8" WALLS) 100 PSF SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ALL OTHER DISCIPLINES' DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL INFO THE ENGINEER IN WRITING, DURING THE BIDDING 10 OF ANY ISC ANC( S 0 OMISSIONS NOT ON THE WINGS 0 IN TH DISCREPANCIES: E R4 R LL RM E E EER WR , D R E B DD PERIOD, D REP E R NOTED E DRAWINGS R E SPECIFICATIONS OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE FIELD VERIFIED BY THE CONTRACTOR OR THE CONTRACTOR'S SUBCONTRACTOR 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. ERECTION PLANS AND INSTALLATION OF SHORING SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND THE SHORING SUPPLIER THE SHORING SHALL NOT BE SUPPORTING ON THE EXISTING STRUCTURE. CHANGES IN FIELD CONDITIONS DURING CONSTRUCTION WILL REQUIRE RE-EVALUATION BY THE CONTRACTOR AND THEIR SHORING INSTALLER 6, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES 0R PROCEDURES REQUIRED TO PERFORM THE WOR K. 1. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ONLY ON SHOP DRAWINGS WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER 10. SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), GLUED LAMINATED MEMBERS, LAMINATED VENEER LUMBER MEMBERS, PARALLEL STRAND LUMBER (PSL), LAMINATED STRAND LUMBER (1-60 MEMBERS, PLYWOOD WEB JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND DETAILS DRAWN BY THE FABRICATOR COPIES OF THE STRUCTURAL DRAWINGS WILL NOT BE ACCEPTED. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS PRIOR TO SUBMITTING FOR REVIEW BY ENGINEER OF RECORD. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. REPRODUCIBLE WILL BE MARKED AND RETURNED. FOLLOWING CONTRACTOR REVIEW AND APPROVAL, SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD ALLOWING FOR A TURN AROUND TIME OF AT LEAST 14 DAYS. RE5115MITTALS OF PREVIOUSLY SUBMITTED SHOP DRAWINGS SHALL HAVE ALL CHANGES CLOUDED AND DATED WITH A SEQUENTIAL REVISION NUMBER CONTRACTOR SHALL REVIEW AND STAMP ALL REVISED AND RESUBMITTED SHOP DRAWINGS PRIOR TO SUBMITTAL AND REVIEW BY THE ENGINEER OF RECORD ALLOWING FOR A TURN AROUND TIME OF AT LEAST 1 DAYS. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER OF RECORD ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT. THE CONTRACTOR DEMONSTRATES THIS UNDERSTANDING BY INDICATING WHICH MATERIAL THEY INTEND TO FURNISH AND INSTALL AND BY DETAILING THE FABRICATION AND INSTALLATION METHODS THEY INTEND TO USE. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. DEFERRED SUBMITTALS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON AND BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT OR CONTRACTOR SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL FOR REVIEW. DEFERRED SUBMITTALS FOR THIS PROJECT ARE: PLYWOOD WEB JOISTS AND CONNECTOR PLATE WOOD TRUSSES. NSFECTM 13, INSPECTION: CONCRETE CONSTRUCTION, EXPANSION BOLTS AND THREADED EXPANSION INSERTS, DRILLED AND EPDXIED BOLTS, RODS AND ANCHORS, SHALL BE SUPERVISED IN ACCORDANCE WITH SECTION 110, SECTION 1104, AND SECTION 1108 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT. THE ARCHITECT AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. 14. STATEMENT OF SPECIAL INSPECTIONS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 1105 OF THE 2018 IBC AS FOLLOWS: A. THE FOLLOWING SYSTEMS WILL BE SUBJECT TO THE SEISMIC QUALITY ASSURANCE: CONCRETE FOUNDATIONS B. SPECIAL INSPECTION AND TESTING OF SPECIAL REINFORCED CONCRETE WALLS AND CONCRETE FOUNDATIONS SHALL CONFORM TO IBC SECTION 1108. C. THE TYPE AND FREQUENCY OF TESTING REQUIRED SHALL BE PER IBC SECTION 1108 AND 1104, D. THE TYPE AND FREQUENCY OF SPECIAL INSPECTIONS REQUIRED SHALL BE PER IBC SECTION 1101 AND 1104, E. THE TYPE AND FREQUENCY OF SPECIAL INSPECTIONS REQUIRED SHALL BE PER IBC SECTION 1106 AND 1104. F. THE REQUIRED FREQUENCY AND DISTRIBUTION OF TESTING AND SPECIAL INSPECTION REPORTS SHALL BE THE RESPONSIBILITY OF THE INSPECTION/TESTING AGENCY. REPORTS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD WITHIN 14 DAYS OF INSPECTION. G. STRUCTURAL OBSERVATION OF THE GRAVITY STRUCTURAL SYSTEMS SHALL OCCUR AT APPROPRIATE INTERVALS DURING CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL OBSERVE THAT THE WORK IS PROGRESSING IN GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS AND ACCORDING TO THE DESIGN INTENT. 15, FOUNDATION AND SLAB NOTES: SUB -GRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN BY THE INDIVIDUAL TESTING AGENCY OR LOCAL BUILDING OFFICIAL AT THE TIME OF EXCAVATION. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18' BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY. THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB OR BUILDING INSPECTOR BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2000 PSF (ASSUMED) LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 60 PCF/35 PCF (ASSUMED) PASSIVE EARTH PRESSURE 300 PCF (ASSUMED) SEISMIC EARTH PRESSURE 8H (ASSUMED) COEFFICIENT OF FRICTION 0.4 (ASSUMED) QNSUL STRUCPAM WM (The following apply unless shown otherwise on the plans) REVIEWED BY i------------------------------------------------------------ PLANS MUST ACCOMPANY i CITY OF EDMONDS 'STRUCTURAL ■ E APPROVED ARCHITECTURAL PLAN BUILDING DEPARTMENT! ITH SET I------------------------ CQUIM --------------------------------I 16. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBG SECTION 1905 AND ACI 301 CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF PG = 32. WOOD FRAMING NOTES- THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 6' OR LESS. A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304,10.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318 SECTION 53. THE USE OF A PERFORMANCE MIX REQUIRES WOOD. BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 X 4 STUDS 9 16' O.C. AT INTERIOR WALLS AND 2 X 6 9 16' O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 X 8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWI SE ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260-06, C494M-05A, G618-05, C989-06, NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD AND C1011M-01. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH ACI 318 TABLE 4.4.1. WALLS LESS THAN OR EQUAL TO 8' IN HEIGHT. FOR HEIGHTS 8', PROVIDE CONTINUOUS SOLID BLOCKING AT 4'-0" OC, 11, REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT SU, GRADE 60, FT = 60,000 PSI. EXCEPTION: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS 'GRADE ALL STUD WALLS ATTACHED TO CONCRETE FOUNDATION WALLS SHALL HAVE THEIR LOWER WOOD PLATES BOLTED WITH 5/8" DIAMETER ANCHOR BOLTS 6 6'-0' O.C. WITH 3' X 3' X 1/4' 40", FY = 40,000 PSI. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCING COMPLYING WITH ASTM A615(SU MAY BE SQUARE WASHERS OR 3' DIAMETER ROUND WASHERS UNLESS OTHERWISE NOTED. LAYOUT OF WALL PLATES, STUDS, AND ANCHORS SHALL CONFORM TO THE REQUIREMENTS OF SECTION WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.5. DIA ARE SUBMITTED. 2308b OF THE 2012 IBC. ALL SILL PLATE PIECES SHALL HAVE A MINIMUM OF TWO ANCHOR BOLTS EMBEDDED INTO CONCRETE, WITH THE FIRST ANCHOR BOLT LOCATED NOT MORE THAN 12" FROM THE END OF THE PLATE, AND NO CLOSER THAN 4" TO THE END. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-491. 16D NAILS AT 12' O.C. STAGGERED. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16D is 12' O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES 18, REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI SP-66 (04) DETAILING MANUAL AND THE LATEST EDITION OF ACI 318. LAP ALL AND GYPSUM SHEATHING ON EXTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 1' O.C. USE 5D COOLER NAILS FOR 1/2' GWB AND CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 2'-O' MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR 2'-0' 6D COOLER NAILS FOR 5/8' GWB. USE MI GAUGE, 1-3/4' LONG,1/I6' HEAD, DIAMOND POINT, GALVANIZED NAILS FOR EXTERIOR SHEATHING. MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8' AT SIDES AND ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN ONE-HALF OF THE JOIST LENGTH AND AROUND ALL OPENINGS IN NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING 9 8' O.C. AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 19. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: TOENAIL JOISTS TO SUPPORTS WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH 5IMP50N METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3' NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16D 9 12' O.C. STAGGERED. FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER (% BARS OR LARGER) 2' (05 BARS OR SMALLER) 1 1/2' UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS ® 6' SLABS AND WALLS (INTERIOR FACE) 3/4' O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND e 12' O.C. (10' O.C. AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES OR PROVIDE SOLID BLOCKING. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED 20, CONCRETE WALL REINFORCING- PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: TONGUE -AND -GROOVE JOINTS AT UNBLOCKED EDGES OR SHALL BE SUPPORTED WITH SOLID BLOCKING. TOENAIL BLOCKING TO PLATE WITH I6D B 12' O.C. OR (2) 16D EACH END AT SUPPORTS UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING 8' WALLS '4 6 12 HORIZ. "4 6 12 VERTICAL I CURTAIN SPECIFIED. 21. CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE AS FOLLOWS: DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, NAIL SIZE ON DRAWINGS OR DETAILS DIAMETER AND LENGTH FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. SHEATHING NAILS SD 0.131" X 2 '/4' 10D 0.148 X 2 /z 22. EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE: EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE SHALL NOT BE 'WET -SET" UNLESS SPECIFICALLY APPROVED BY ENGINEER OF RECORD. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED TO, REINFORCING STEEL, ANCHOR BOLTS, DEFORMED BAR ANCHORS, EMBED PLATES, OR OTHER MISC. STEEL SHAPES TO BE CAST INTO FRAMING NAILS SD 0.131'' X 2 ''/z' CONCRETE. 10D 0,148" X 3" 16D 0.161" X 3 %" 23. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED 33. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE 'NATIONAL DESIGN STANDARD FOR METAL PLATE RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). GROUT IN BLOCKOUTS AT POST -TENSIONED SLAB CONNECTED WOOD TRUSS CONSTRUCTION, ANSI/TPI 1-2014' BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: DOWELS SHALL BE CAPABLE OF RESISTING DYNAMIC, REPETITIVE LOADING INDUCED BY SEISMIC FORGES. TOP CHORD DEAD LOAD 15 PSF*s 24. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH HIT -RE 500 V3 ADHESIVE ANCHOR SYSTEMS AS MANUFACTURED BY HILTI, INC. OR PUREIIO+ ADHESIVE TOP CHORD LIVE LOAD 25 PSF ANCHOR SYSTEM AS MANUFACTURED BY DEWA TPOWERS OR AN ENGINEER APPROVED ALTERNATE THAT HAS I.C.G TEST DATA FOR THEIR SPECIFIC PRODUCT AND APPLICATION. 50TTOM CHORD DEAD LOAD 5 PSF INSTALL IN STRICT ACCORDANCE WITH I.C.0 REPORTS FOR SPECIFIC EPDXY UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS. HOLE SIZE SHALL BE 1/8' LARGER THAN BAR, ROD TOTAL LOAD 40 PSF OR BOLT SIZE. NOTE: NO WELDING IS TO TAKE PLACE WITHIN 24'' OF HARDENED EPDXY. BOTTOM CHORD LIVE LOAD (NON -CONCURRENT WITH TOP CHORD LIVE LOAD) 10 PSF WIZ » SEE GSN * 2 FOR ADDITIONAL LOADING REQUIREMENTS PER PLAN 25. FRAMING LUMBER SHALL BE KILN DRIED, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.-.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. I6, LATEST EDITION. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL FURNISH TO THE FOLLOWING MINIMUM STANDARDS, UNLESS OTHERWISE NOTED ON THE PLANS: ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL JOISTS: (2 X MEMBERS) DOUG FIR 02 TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND MINIMUM BASIC DESIGN STRESS, FB = 900 PSI BRIDGING. LEGEND ABBREVIATIONS: (3 X AND 4 X MEMBERS) DOUG FIR M MINIMUM BASIC DESIGN STRESS, FB = 1000 PSI A 15 ANCHOR BOLT BEAMS AND STRINGERS: WX ADD'L ADDITIONAL (INCLUDING (b X 10 AND LARGER MEMBERS) DOUG FIR M INDICATES SHEAR WALL LOCATION AND TYPE. SEE 10/54.0 FOR ALT. ALTERNATE MINIMUM BASIC DESIGN STRESS, FB = 1200 PSI 0 SHEAR WALL FRAMING SCHEDULE ARCH'L ARCHITECTURAL POSTS AND TIMBERS: (b X 6 AND LARGER) DOUG FIR 02 INDICATES HOLDOWN OR OTHER CONNECTOR REQUIRED PER PLAN ATR ALL -THREAD ROD MINIMUM BASIC DESIGN STRESS, FB = 900 PSI PROVIDE (2) FULL HEIGHT STUDS (MIN) AT EACH HOLDOWN ANCHOR OR BLDG BUILDING STUDS, PLATES 4 MISCELLANEOUS LIGHT FRAMING: DOUG FIR STANDARD GRADE SHEAR WALL END. PROVIDE SINGLE FULL HT KING STUD AT ALL HEADERS. BOT BOTTOM MINIMUM BASIC DESIGN STRESS, FB = 515 PSI �� + BM BEAM + INDICATES THE NUMBER OF END STUDS OR BEARING BTWN BETWEEN BOLTED FRAMING: STUDS, LEDGERS, AND PLATES DOUG FIR 02 STUDS REQUIRED. SEE 15/63.0 FOR CONNECTION REQUIREMENTS CMU CONCRETE MASONRY UNIT MINIMUM BASIC DESIGN STRESS, FB = 900 PSI COL. COLUMN FRAMING MEMBERS NOTED AS PRESSURE TREATED (PT) GONG CONCRETE (INCLUDING LEDGERS, PLATES, STUDS, POSTS, JOISTS 4 BEAMS) HEM FIR "2 CONN. CONNECTION MINIMUM BASIC DESIGN STRESS, FB = 850 PSI INDICATES BEAM OR HEADER PER PLAN. PROVIDE MIN HEADER CONT CONTINUOUS REQUIRED PER 15/54.0 WHERE NO HEADER SIZE IS NOTED. CTRD CENTERED 26. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI / AITC A190.1-2002, AMERICAN NATIONAL STANDARDS INSTITUTE AND ASTM D3131-05. EACH MEMBER DIA DIAMETER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. CERTIFICATES OF CONFORMANCE MUST BE MADE AVAILABLE TO BUILDING INSPECTORS. CITY INSPECTION IS REQUIRED PRIOR TO COVERING GLUED LAMINATED MEMBERS. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, FB = INDICATES FRAMING DIRECTION AND EXTENTS. PROVIDE FLOOR EA EACH 2,400 PSI, FV = 165 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, FB = 2,400 PSI, FV = 165 PSI. CAMBER ALL GLULAM BEAMS TO 2,000 FT RADIUS, UNLESS `GLT" OR ROOF FRAMING AS INDICATED IN PLANS. COORDINATE JOIST EB EXPANSION BOLT SHOWN OTHERWISE. USE SERIES HANGERS AS REQUIRED TO FIT GLU-LAM BEAMS U.ON. EL. ELEVATION AND RAFTER LAYOUT WITH ARCHITECTURAL DETAILS AND PLANS. 21. ENGINEERED LUMBER SHALL BE DESIGNED AND MANUFACTURED TO THE STANDARDS SET FORTH IN ASTM D5456, ICC ES REPORT ESR-1381, AND THE CANADIAN CONSTRUCTION MATERIALS EMBED EMBEDMENT CENTRE (CCMC) REPORTS NO.11161-R (PSL ONLY) AND 12621-R (LSL ONLY). EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, O INDICATES FOOTING PER SCHEDULE 20/63.0 ENGR. ENGINEER RD THE GRADE, THE NATIONAL RESEARCH BOANUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS ARE TO BE FREE OF MECHANICAL CONNECTIONS IN FULL-LENGTH MEMBERS. E.W. EACH WAY ADHESIVES SHALL BE OF THE WATERPROOF TYPE CONFORMING TO THE REQUIREMENTS OF ASTM D-2559. EX EXISTING PARALLEL STRAND LUMBER (PSL): FB = 2900 PSI, E=2.OX 106PSI, FV =285 PSI. EXP EXPANSION B . LAMINATED STRAND LUMBER (LSL): F= 2250 PSI, E=15X 106 PSI, FV =400 PSI � SECTION NUMBER FDN FOUNDATION 1 X/5XX FIN. FINISH LAMINATED VENEER LUMBER (LVL): FB 2800 PSI, E=2.OX IO6PSI, FV PSI SHEET NUMBER FTG FOOTING = =210 GEN. GENERAL DESIGN SHOWN ON PLANS IS BASED ON THE ABOVE MINIMUM MATERIAL PROPERTIES. ALTERNATE PRODUCTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND G.L.B. GLULAM BEAM STRUCTURAL ENGINEER, ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER DETAIL NUMBER GWB GYPSUM WALL BOARD LOAD CAPACITIES. ALL PARALLAM BEAM HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH BEAM PROVIDED, USE "GLTV" SERIES HANGERS AS REQUIRED TORT BEAM F U.O.N. X/SXX �ORIZ HORIZONTAL VL LAMINATED VENEER LUMBER 28. PLYWOOD AND OSB SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOG PSI AND DOC P82. SEE PLANS FOR THICKNESS, SHEET NUMBER MATL MATERIAL PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS.O MAX MAXIMUM 29. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH SOIL SHALL BE PRESSURE -TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). ALL WOOD MEMBERS MIN MINIMUM (INCLUDING PLATES) IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH SODUIM BORATE (SBX). INDICATES OPENING IN FLOOR - O.G. ON CENTER 51ZE AND LOCATION PER ARCH'L O.H. OPPOSITE HAND ALL METAL CONNECTORS IN CONTACT WITH 'ACQ' PRESSURE -TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, NAILS, HANGERS, AND ANY OF'NGS OPENINGS OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER IS USED IN INTERIOR CONDITIONS, GI85 ('HOT -DIP' GALVANIZED TO L35 OUNCES PER SQUARE FOOT) METAL INDICATES COLUMN OR POST BELOW OFF OPPOSITE CONNECTORS MAY BE USED IN LIEU OF STAINLESS STEEL. METAL CONNECTORS 1/2' THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE. METAL CONNECTORS 1/2' THICK PLUS J ARE TO BE GALVANIZED FOR EXTERIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. 055 ORIENTED STRAND BOARD PERIM PERIMETER 30. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE 'STRONG -TIE' BY SIMP50N COMPANY, AS SPECIFIED IN THEIR CATALOG NO.C-2021. EQUIVALENT DEVICES BY f e INDICATES BEARING OR SHEAR WALL BELOW PLATE OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS PLYWOOD SPECIFIED BY MANUFACTURER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PSL PARALLEL STRANp LUMBER (PARALLAM) PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS RE INF RE INFORC ING MEMBERS CONNECTED. REQ'D REQUIRED ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'U' SERIES JOIST HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU" SERIES JOIST HANGERS. 'HU" INDICATES P05T OR COLUMN PER PLAN 51M SIMILAR ST5T STANDARD Z�\\90 ALL TRIPLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH SERIES JOIST HANGERS.D. TONGUE AND GROOVE 31. HOLDOWNS CALLED OUT BY LETTERS 'HDU', AND 'HD', ARE MANUFACTURED BY THE SIMP50N COMPANY, AS SPECIFIED IN THEIR CATALOG NO.C-2021. EQUIVALENT DEVICES BY OTHER THRU THROUGH MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. EACH 5IMP60N HOLD-DOWN SHALL BE BOLTED TO A MINIMUM TYP TYPICAL OF (2) STUDS. SEE SCHEDULE ON PLANS FOR FURTHER STUD REQUIREMENTS. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER ALL HOLDOWNS SHALL BE U.O.N. UNLESS OTHERWISE NOTED INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. VERT VERTICAL W/ WITH WD WOOD !. L. GROSS STRUCTURAL ENGINEERS 23914 5Gth Avenue W. --- Suite 200 Mountlake Terrace, WA 96043-5263 Ph: (206) 623-0769, (425) G40-7333 www. ilgro55.COM ►�T • SAS F was r j 'pGc�10�J/2022 nrnT J UJ 0 2 LLI � �o LLI Z rn LU a LL1 (D C: o 0 J E J �^ Q0 Lij � 1�.J1 I..I m a U REVISIONS NO DATE DESCRIPTION TITLE GENERAL STRUCTURAL NOTES DESIGNED RLM DRAWN KMH CHECKED RLM DATE 05/24/2022 JOB NUMBER SHEET NO. S1.0 SDCI REVIEW RESUB Aug 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0894 `a to /o l /o l �° �0 �L �° r to /o l FOUNDATION PLAN SCALE: 1/4" = 1'-0" /o /o `13 PLAN NOTES Ilk INDICATES EXISTING CONCRETE WALL AND FOOTING 2. EXISTING 4" CONCRETE SLAB ON GRADE TO REMAIN. SEE 1/53.0 FOR CONNECTION TO INFILL SLAB AS REQUIRED 13 3. ` 0 1 INDICATES NEW POST AND SONOTUBE FOOTING (❑ > INDICATES EXISTING POST AND SONOTUBE FOOTING 4. INDICATES SHEAR WALL TYPE PER SCHEDULE 10/54.0 QO � SW-X 5. 5 S INDICATES STEPPED FOOTING PER DETAIL 18/53.0 (o. SEE DETAIL II 4 12/53.0 FOR TYP ANCHOR BOLT EMBEDMENT 7, INDICATES FOOTING TYPE, SEE SCHEDULE 5/532 I.L. GROSS STRUCTURAL ENGINEERS 23914 5Gth Avenue W. — 5uite 200 Mountlake Terrace, WA 98043-52G3 Ph: (20G) G23-07G9, (425) G40-7333 www. i l9 rO55. COM y*T . S pN �' F WAS y4, ` NI�� 7 �o z *e, 43713 �4 , AL �A J LLI O 2 LLI 0� LU Y LU cD J J LLI m Q U REVISIONS NODATE DESCRIPTION A 5-24-22 PERMIT CORRECTIONS TITLE FIRST FLOOR / FOUNDATION PLAN DESIGNED RLM DRAWN KMH CHECKED RLM DATE 05/24/2022 JOB NUMBER SHEET NO. S2.0 SDCI REVIEW RESUB Aug 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DECK TIE PER 6/54.0 C^) 0% o v > DECK TIE PER 6/54.0 PT 2x12 HF 0 1 DECK LJOW5 -9 12"oc DECK DECK TIE PER 6/54.0 DECK TIE PER 6/54.0 L1 X M w 0 0 LU X M ENTRY - — — — — — — — — — — — — — — — — — — — — — -----------------� f U ° 0 BEDROOM J U FAMILY I FIREPLACE J U PT 4x8 PT 412 TYP LVL 13/4 X 91/4 STRUCTURAL RIM v ® N 2 LIVING HALL 1� I E�j BATH BA' MUD ROOM MECH. O X n Ul X X J � N ~ ~ Q o X Y w m Q X MAIN FLOOR PLAN 6C,4LE: 1/4" = P-0" UN 2 PT 48 DECK TIE per 6/54.0 w w 0 w X M M PT 48 DECK DECK JOISTS 's I(o "oc I� w LU II I�ci DECK TIE PER 6/54.0 4- 4L PT 48 J C^� EXTENT OF EXISTING DECK 2x12 DECK JOIST a 1(0 "oc LNI PT 48 CL F- X 0 i'LArI NOTES I. EXISTING FRAMING AT MAIN FLOOR IS TO REMAIN U.O.N. FIELD VERIFY SIZE E CONDITION OF FRAMING. NOTIFY ENGINEER ON RECORD OF DISCREPANCIES FOUND, REPAIR OR REPLACE DAMAGED OR DETERIORATED MEMBERS IN KIND. 2. +VINDICATES POST REQUIRED +++ + INDICATES THE NUMBER OF BUILT UP WALL STUDS REQUIRED PROVIDE MIN (2) FULL HEIGHT STUDS AT ENDS OF ALL SHEAR WALLS 3. SEE SHEET 54.0 FOR TYPICAL WOOD FRAMING DETAILS AND SCHEDULES 4. INDICATES SPAN DIRECTION AND EXTENT OF FLOOR JOISTS, PER PLAN 5. _ INDICATES WALL BELOW 6. REPLACEMENT FLOOR AREAS TO BE SHEATHED WITH 3/4" CDX PLYWOOD NAILED TO FRAMING WITH IOCI COMMONS AT: 6"oc AT ALL SHEAR WALLS AND DIAPHRAGM BOUNDARIES 6"oc AT ALL SUPPORTED PANEL EDGES 12"oc AT FIELD 1. SEE 11/54.0 FOR TYPICAL TOP PLATE SPLICE DETAIL 8. SEE 16/54.0 FOR TYPICAL WALL FRAMING SCHEDULE 9. SEE 2/54.0 FOR TYPICAL HEADER DETAIL U.ON. 10. CONTRACTOR SHALL NOT DRILL THRU END STUDS FOR MECHANICAL PENETRATIONS. 11. INDICATES BEAM or HEADER PER PLAN. PROVIDE (2) 2X8 TYP 12. — — — — INDICATES DECK TIE PER 6/54.0 I.L. GROSS STRUCTURAL ENGINEERS 23914 5Gth Avenue W. — 5uite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) G40-7333 www.dl ross.com J ui 0 2 � �o w ° Z� � < Q W U; (D V/ 0 r E J (10-0 Lij w REVISIONS NO DATE DESCRIPTION Qj 5-24-22 PERMIT CORRECTIONS Q 08-22-22 PERMIT CORRECTIONS 02 TITLE MAIN FLOOR FRAMING PLAN DESIGNED RLM DRAUN KMH CHECKED RLM DATE 05/24/2022 JOB NUMBER SHEET NO. S2.1 SDCI REVIEW RESUB Aug 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 1-1�.J. - 24"oc, TYP. UPPER FLOOR FRAMING PLAN SCALE: 1/4" = V-0" PLAN NOTES I. INDICATES NEW ARCHITECTURAL WALLS SW-x 2. SEE SHEETS 54.0 FOR TYPICAL WOOD FRAMING DETAILS INCLUDING: TYPICAL BEAM TO JOIST, BEAR TO PERPENDICULAR BEAM, BEAM TO POST CONNECTIONS, TOP PLATE PENETRATION AND HANGER INFORMATION. 3. INDICATES SPAN DIRECTION AND EXTENT OF FLOOR JOISTS. PER PLAN 4. — — — INDICATES WALL BELOW 5. SEE II/54.0 FOR TYPICAL TOP PLATE SPLICE DETAIL 6. SEE 16/54.0 FOR TYPICAL WALL FRAMING SCHEDULE 1, SEE 2/54.0 FOR TYPICAL HEADER DETAIL U.ON. 6. CONTRACTOR SHALL NOT DRILL THRU END STUDS FOR MECHANICAL PENETRATIONS. 9. INDICATES BEAM or HEADER PER PLAN. PROVIDE LSL 48 TYP I.L. GROSS STRUCTURAL ENGINEERS 23914 5Gth Avenue W. --- Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) G40-7333 WWWAgross.com �NT • Spy 1V'WAS" I 1 P-ix cTaL B�Gl �' /2022 �`�Innrn r E�Cs J LLI 0 7> LLI � �o LLI Z rn LU a LLI C: o 0 J E J c0 -0 Lij ' w m In U REVISIONS NO DATE DE5CRIPTION TITLE UPPER FLOOR FRAMING PLAN DESIGNED RLM DRAWN KMH CHECKED RLM DATE 05/24/2022 JOB NUMBER SHEET NO. S2.2 big] IV:051111 RESUB Aug 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EX HEADER F-r--------------T7 C1-f---------���-------------- --- I __ ----- ----J �____ -----------_ --� II II IF ------ =—=]I II I II II II II II II ul L--� II ==J U 0 a w a X FL n d EX 2x JOISTS w/ EX 2x JOISTS w/ x COLLAR TIES I_ — — — — COLLAR TIES — — — — _ _ I --- II 1F--� �----- --�I p --- �— I I �I L--- ——— — —— — Ir-------- II � 4 it p x N I�-- II �r---fir— II ------------ ------------ II �'� I� II — — — — — — — — — II -- -I II IL___JI II II II II U L-- — — — — — — — — — — — _ - II Lr-- ----------- II II II II II II II n II �I II II II ---------_ --_ II II II II II II U n II II o II I II II X II II 1 II II II II � n II II II I II II II II EX HEADER II C==JL---- II II ROOF FRAMING PLAN SCALE_. 1/4" = 1'-0" PLAJd WES I. NEW ROOF DIAPHRAGM IS TO BE 1/2" CDX PLYWOOD w/ MIN. PANEL INDEX OF 24/0, NAILED WITH Sd AT : V'oc AT ALL DIAPHRAGM BOUNDARIES AND SHEAR WALLS V'oc AT ALL SUPPORTED PANEL EDGES V'oc AT FIELD 2. E _ _ :1 INDICATES WALL BELOW. SEE 52.0 4 10/54.0 FOR SHEAR WALL LOCATIONS 3. INDICATES BEAM OR HEADER PER PLAN. PROVIDE MIN. (2) 26 AT ROOF. PROVIDE MIN (2) END STUDS TO SUPPORT NEW BEAMS AND HEADERS 4. INDICATES FRAMING DIRECTION AND EXTENTS. 5. SEE ARCHITECTURAL PLANS FOR ROOF SLOPES AND ELEVATIONS. ALL FINAL ROOF HEIGHTS ARE PER ARCHICTURAL DRAWINGS. 6. SEE 1/542 FOR HANGER SCHEDULE 1. SEE 2/54.0 FOR TOP PLATE SPLICE DETAIL. 8. SEE 3/54.0 FOR ALLOWABLE HOLES AND NOTCHES IN STUDS. 9. SEE 8/54.0 FOR TYPICAL HEADER PLACEMENT. 10_ SEE 20/54.0 FOR TYPICAL WALL FRAMING. !. L. GROSS STRUCTURAL ENGINEERS 23914 5Gth Avenue W. --- Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) G40-7333 www.ilgross.com �NT • Spy 1V'WAS" I 1 P-ix cTaL B�Gl �' /2022 �`�Innrn r E�Cs J ui 0 2 LLI � �o LLJ Z rn LU a LLI VJC: o 0 J E J CO Lij ' W m Q U REVISIONS NO DATE DE5CRIPTION TITLE ROOF FRAMING PLAN DESIGNED RLM DRAWN KMH CHECKED RLM DATE 05/24/2022 JOB NUMBER SHEET NO. S2.3 big] IV:011��d1 RESUB Aug 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 44 WD RAILING P05T PER ARCH'L PLAN5 (OR PRE-MNFR'D RE IL ING SYSTEM) ANCHOR WOOD P06 TO BEAM W/ (2) 5%''� MACHINE BOLTS, TYF EDGE BEAM PER PLAN. MIN 3.5' TH BEAM AT RAILINGS PROVIDE MIN 2.5' x3/16" fiE WASHERS AT BOLT HEAD5 R PLAN - 5CHD. 1 RAILING ATTACHMENT TO EDGE BEAM MAIN FLOOR WALL PER PLAN DTT2Z DE, EA. END C 1/2 " ANCI BLOCKING HORIZONTAL DECK TIE DETAIL NOTE: PROVIDE 51MP5ON GLT TF OFFSET HANGER AT 51M. CONDITION. BEAM PER PLAN 51MP50N LCE A5 REQ'D TO FIT BEAM P05T PER PLAN ,x BLKG W/ A35 :LIPS TO FLOOR 015T5 AT EA 511DE OR INSTALL ADD'L >TT2Z DECK ANCHC DOUBLE NUT W/ 3" PL WASHER AT ANCHOR ROD END. no BEAM ?0 POST BELOW CONNECTION -END CONDITION 11 PT P05T PER PLAN TO DECK BEAM ABOVE ABU P05T BASE AT FOOTING, TYP. 50NOTUBE TYPE FTG _ (4) 04 VERT BAR5 AND (3) 03 x © TIES �° O o O00 °oho GRAVEL OR NATIVE >, (g° ° 000° SOIL OK TO FILL no 0 oo AROUND NEW 00o00 o p, 50NOTU5E Ali EXTEND 50NOTU5E FTG TO SOLID 18" DIA. BEARING 501L 50NOTUBE FOOTING 16 MAIN FLOOR WALL PER PLAN - MIN. (2) 2x RIM BM BEARING WALL 8 FNDN BELOW PER PLAN 4 SECTIONS DECK FRAMING PER PLAN 3x LEDGER w/ 1/2"0 x 6" LAG BOLTS -0 12 "oc STAGGERED IN (2) ROW5 DECK LEDGER ATTACHMENT TO HOUSE LANDING BEAM SIXES PER PLAN NOTCHED 2xl2 STAIR STRINGER PER PLAN 51MP50N L5C 5TF CONNECTOR OR LU5 SERIES HANGER BF AM P>=IP PI AT\I T"r STAIRS DECK EDGE SECTION z DECKING PER -AN5 OISTS TYPICAL BEAM TO POST BELOW CONNECTION PER PLAN TED AC 1N CAP A5 REQD. PER PLAN P05T TO BEAM BELOW CONNECTION ER5 20/54.0 (8)16d 6 4"oc STAGGERED 16d 6 12"oc STAGGERED AT EACH SIDE OF SPLICE ELSEWHERE OF VERT. STUD (TYP.) TYPICAL TOP PLATE SPLICE STUD SIZE AND SPACING PER waz PLAN AND DETAIL cv 8" GLR. MIN. O z D2 CV SECTION VIEW waz 4p, Cal BEARING WALLS STUD 51ZE MAX. D 1 (NOTCH) MAX. D 2 (NOTCH) 2x4 8 3x4 3/4" 1 1 1/41 2x6 1 1/411 2 1/411 2x8 1 3/4" 3" NON -BEARING WALLS STUD SIZE MAX. D 1 (NOTCH) MAX. D 2 (NOTCH) 2x4 $ 3x4 1 1/411 211 2x6 2 1/411 3 1/411 2x8 3" 4 1/4" 3 NOTE: HOLE AND NOTCH 51ZE FOR NON -BEARING WALLS MAY BE USED FOR BEARING WALLS IF REQUIRED NUMBER OF STUDS ARE DOUBLED. THI5 MAY 7 ONLY BE USED AT TWO CONSECUTIVE STUDS IN ANY ONE WALL. Q ALLOWABLE HOLES 4 NOTCHES IN STUDS V EXTERIOR WALLS FOR 6" WALL5 (MAX. 8'-(o" HIGH): 2x6 STUDS -a 16"oc, DF C05TR GRADE FOR 6" WALL5 (MAX. 13' HIGH): 2x6 5TUD5 a 12"oc, DF C05TR. GRADE POP, 6" WALLS (MAX. 20' HIGH): 2x6 LVL STUDS 6 16"oc FOR 8" WALLS (MAX 1(o' HIGH). 2x8 STUDS -a 16"oc, DF CON5TR. GRADE INTERIOR WALLS FOR 4" WALL5 (MAX. IO' NIGH): 2x4 5TUD5 a 16"oc, DF CON5TR. GRADE FOR 4" WALLS (MAX. 13' HIGH): 2x4 STUDS 12"oc, DF No I GRADE FOR 6" WALL5 (MAX. 13' HIGH): 2x6 STUDS 6 16"oc, DF CON5TR GRADE NOTE: REFER TO ARCHITECTURAL DRAWINGS FOR REQUIRED DEPTH OF STUD WALL5. INDIVIDUAL STUD SIZES, GRADES AND SPACING 5HOWN IN SCHEDULE ABOVE APPLY U.O.N. ALL MAXIMUM HEIGHTS ARE TO BRACING POINTS OF STUD WALL TOP PLATE, I.E. BOTTOM OF RAFTERS, ROOF TRUSSES, OR BRACING FRAMING MEMBER 12 TYPICAL WALL FRAMING SCHEDULE 13 BEAM AND J015T G171tC 01=0 OI AAI JOIST HANGERS PER SCHEDULE 20/54.0 SHEATHING PER PLC`"' SHIM A5 REQ'D F1 5HEAHTII NAILING NEW EXTERIOR WALL w/ W6 (2) ROW5 OF 51MP50N SD10212 010 SCREWS S 12"oc STAGGERED w/ 6" OFF5ET w/ (4) SCREWS -a EA. END 311.311.61 611 III a o 0 0 0 0 0 0 0 o a o 0 0 NEW 515TERED JOIST PER PLAN NEW 2x a ° BLOCKING d a GANTILEVER, PER ARGH'L d a _ d ° TYPICAL INTERIOR BEAM SECTION 1 OF WALL EXTERIOR FACE OF SHEATHING GLU-LAM OR SAW BEAM PER PLAN MULTI -STUD COLUMN HEADER PLACEMENT AT MULTI-5TUD SUPPORT EX WD NAILER EX GONG FOUNDATION WALL BAGK5PAN PER PLAN C9 OF P05T 8 BEAM SHIM A5 REQ'D FOR 5HEATTING NAILING P05T PER PLAN HEADER PLACEMENT POST OR TS COLUMN BEAM EACH SIDE WHERE OGGUR5 TYP. DOUBLE TOP IF GLU-LAM OR SAWN BEAM PER PLAN OR DOUBLE J015T HEADER PER SCHEDULE BELOW .. 'Lc' HEADER SCHEDULE U.O.N. NON -BEARING WALLS . (2)2x6 BEARING WALLS WHERE NO HEADER 15 CALLED OUT: Lc <3'-6" (2)2x6 Lc <5'-O" (2nx8 Lc <T-0" (2)2xlO EX J015T5 PER PLAN 5 sic AM rota ZDi AKI PER SCHEDULE 20/54.0 iL TYP. STUDS DOUBLE STUD BEARING: NAIL TO STUD IN ACCORDANCE W/ GENERAL NOTE5. TYPICAL HEADER U.ON. It PIPE PLATE PENETRATION AT fiE PENETRATION DBL. TOP PLATE GREATER THAN 11/2 "� INSTALL 51MP50N 5T 2122 STRAP BOTH SIDES BEAM 51ZE HANGER REQUIRED CAP. (Kips) 2x SAWN RAFTERS LU (OR LU5) SERIES I.0(0 (2) 2xlO OR LE55 U210-2 (OR 51M) 1.86 (2) 2XI2 HU212-2 (NAIL ALL HOLE5) 2.95 31/2' x III/V LVL or P5L HUGQ412-5D5 5.56 51/441/S" LVL OR P5L HGU55.50/12 9.15 51/$X 12' (OR I01/2 ") GLB GLT5 8.16 31/Sxl2" (OR 101/2 ") GLB GLT3 8.16 63/4x12" GLB LEGI 16.3 83/4x 131/2" GLB LEGI 16.3 83/4x15" GLB MEGI 19.1 1x14" P5L MEGI 19.1 STUDS PER PLAN 17 TYPICAL TOP PLATE PENETRATION 18 HANGERS SPECIFIED IN SCHEDULE OR ON PLANS ARE MANUFACTURED BY SIMPSON STRONG TIE, INC. UNLESS OTHERWISE NOTED. CAPACITIES ARE BASED ON THE M05T RECENT CATALOGUE AND ICC REPORTS FOR THE MODELS LISTED. 15 I ALTERNATE HANGERS MAY BE SUBSTITUTED AT THE CONTRACTOR OR OWNER'S OPTION, PROVIDED THEY ARE APPROVED BY THE ENGINEER OF RECORD AND HAVE A CURRENT IGG REPORT STATING THEIR CAPACITY MEET5 OR EXCEEDS THE DE51GN CAPACITY LISTED ABOVE. DE51GN CAPACITIES LISTED ARE BASED ON Douglas Fir FRAMING LUMBER A5 STATED IN THE GENERAL STRUCTURAL NOTE5 AND GENERAL FLOOR LOADING. ^ O TYPICAL HAWSER SCHEDULE L !. L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. --- 5ulte 200 Mountlake Terrace, WA 96043-5263 Ph: (20G) 623-0769, (425) 640-7333 www.11gross.com Tws per z Na'pG 43713�� W cT4AL L /2022 ��SIONA���� � �o UJ Z rn ui a W C: o 0 J r E j -0 ui W m a U REVISIONS NO DATE DESCRIPTION TITLE TYPICAL WOOD DETAILS DE51GNED RLM DRAWN KMH CHECKED RLM DATE 05/24/2022 JOB NUMBER SHEET NO. S4.0 SDCI REVIEW RESUB Aug 25 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT