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STRUCTURAL NOTES
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<br /> GENERAL REQUIREMENTS WOOD FRAMING PROJECT AND FRAMING SPECIFIC RECOMMENDATIONS CD
<br /> STRUCTURAL ABBREVIATIONS Z 00
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<br /> BUILDING CODE If REFERENCE STANDARDS:The°Intemational Building Code(IBC)2018 Edition,as adopted and modified by the City of Everett, REFERENCE STANDARDS:Conform to: STUDS qB ANCHOR BOLT LLH LONG LEG HORIZONTAL Q
<br /> governs the design and construction of this project.Reference to a specific section in the Code does not relieve the contractorfrom compliance with the (1) IBC Chapter 23'WOOD.' Minor deterioration on the surface stud(up 3116"deep will require removal of the surface rotthroughamechanicel effort treated wtth an ADD'L ADDITIONAL LLV LONG LEG VERTICAL CrD
<br /> entire materials reference standards noted below.The latest edition of the materials reference standards shall be used. (2) NDS and NDS Supplement-"National Design Specification for Wood Construction.' appropriate fungicide and with a mod preservative.The addition of a matching stud nailed alongside(sistered)With I&I(0.148"-diameterx r4ong) ALT ALTERNATE LONGIT LONGITUDINAL
<br /> (3) IEBC Chapter 7"Alteretions4evell° common nails I 12'OC may be necessary to achieve a plumb surface for proper nailing of sheathing and wallboard. ARCH ARCHITECTURAL) Ls SPLICE LENGTH W m
<br /> SCOPE OF STRUCTURAL WORK:Repair of section of degraded elevated exterior walkway of the building. (4) BCSI 2013'Building Component Safety Information.' ATR ALL-THREADED ROD LSL LAMINATED STRAND LUMBER LJJ S .tee
<br /> Significant deterioration to the stud(mom than 3l16"deep by up to one-quarter of its length)requires sistering or the removal and replacement of the LSL LAMINATED VENEER LUMBER `
<br /> DEFINITIONS:The fallowing definitions apply to these general notes: ALTERNATES:Alternates for specified item may be submitted to the FOR for review.Contractor shall submit a current ICC-ESROAPMO-ER report deteriorated stud.All abutting framing,whether wet or not is to be treated with an approved wood preservative.All studs with significant deterioration at B/ BOTTOM OF
<br /> 9 (EOR) 9 legally Po stamping signing M 9 P g capacity p y y p ( BN BOUNDARY NAILING MAT'L MATERIAL
<br /> • "Structural Engineer Record"FOR-The Structural Engineer who isl all responsible for slam in 8si min the structural documents identi n that an alternative component has the same or realer loads ad than thes specified item. hodowns must be the sWCWreI FOR on case-by-ease basis.If are removed and replaced at double-sided shearwall(is: y ^
<br /> for the projwL The FOR is responsible for the design of the Primary Structural System. plywood on interior and exterior fares),10d(0.148°-diameter x tlNong)common shearwall sheathing nails must be added to new studs from the interior, BLDG BUILDING MAX MAXIMUM v
<br /> • "Specialty Structural Engineer'SSE-A licensed professional Engineer,not the EOR,who performs BLKG BLOCKING MECH MECHANICAL d
<br /> p ty g (SSE) p g p specialty sWctural engineering IDENTIFICATION:All sawn lumber and pre-manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the per the shearwall schedule on sheet S 3.0. z UUD
<br /> services necessary to complete the structure,who has experience and training in the specific specialty.The General Contractor, certifying agency. BD TT
<br /> BOTTOM MFR MANUFACTURER UJ N O
<br /> subcontractor,or supplier who is responsible for the design,fabrication and installation of specialty-engineered elements shall retain the TOP AND BOTTOM PLATES ERG BEARING MIN MINIMUM ai O
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<br /> SSE.Submittals shall be stamped and signed by the SSE.Documents stamped and signed by the SSE shall be completed by or under the MATERIALS: Replace all plates at bearing walls andlorshearwalls which show signs odeterioration with new material All framing lumber in contract with concrete BTWN BETWEEN MISC MISCELLANEOUS Y 't
<br /> direct supervision of the SSE with a PE license issued by the State of Washington. shall be replaced with treater)framing with an approved wood preservative.The degree of visible deterioration alone should not determine whether a CL CENTERLINE (N) NEW r_ J W
<br /> g y g grading g 1 y P p P y y' p P CJ CONSTRUCTION or CONTROL JOINT NIC NOT IN CONTRACT m -o N
<br /> • 'Deferred Submittals-Doerted Submittal is engineeringwork to be desi red-bothers or bidder-designed. Sawn Lumber:Conform radio rulesoWWPA,WCLIB,or NLGA.Fin er ointed studs acceptable at interior nonsWCWrel walls only. plated to heremed,orrice the late worm water band enaced,surfaces it is not readily visible.pdece is suspected,subsurface explorations NOM NOMINAL W
<br /> should be performed,or the plate should be removed and replaced. CLR CLEARANCE) m rn
<br /> NOTE PRIORITIES:Notes on the individual drawings shall govern over these general notes. Member Use Size Suedes Grade CONC CONCRETE NTS NOT TO SCALE Q ?� ry O
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<br /> Studs&Plates 2z,3z DF No.2 Splice SIII plates Wconcrete by butting members together and strapping across the joint with Simpson LSTA24 strap.Provideaminimum orivo 518° CONN CONNECTION O ON CENTER
<br /> SPECIFICATIONS:Refer to these notes,st-tural drawings,and architectural drawings which serve as specifications for this project. Posts 4x DF No.2 diameter anchor bulk in each sectionofthe bottom plate.Provideone bolt within l2"oeach end of the sill plateand provides maximum bolt sparing CONST CONSTRUCTION OPC NG OPENING
<br /> Joists 2x DF No.2 of48'onceder-.An acceptable retrofit anchor bolt is a 5/8"-diameters 8°-long Simpson TITEN HDwith a 3x3 plate washer.Site specific conditions CONT CONTINUOUS OPP OPPOSITE
<br /> STRUCTURAL DETAILS:The structural drawings are intended to show the general character and extent of the project and are not intended to show all Beams 4x DF No.2 should be reviewed by the structural EOR. CTRD CENTERED OSB ORIENTED STRAND BOARD
<br /> details tithe work. CTSK COUNTERSINK OWWJ OPEN WEB WOOD JOIST
<br /> Wood Structural Sheathing(Plywood):Wood APA-rated structural sheathing includes:all veneer plywood,oriented strand board,wi ferboard, Top and Bottom Plates at shearwalls that are replaced are to be strapped to adjacent plates with a minimum Simpson LSTA24.Stagger the splice DBL DOUBLE(R) R PLATE
<br /> ARCHITECTURAL DRAWINGS:Refer to the Architectural drawings for information including,but not limited to:dimensions,elevations,slopes,door and particleboard,T1-1 1 siding,and composites of veneer and wood-based matadal.Conlonn to Product Standards PS-1 and PS-2 of the U.S.Dept.of location of the double top plates.New sections of top and bottom plates should be plate nailed to the rim joist with 1 6d(0.161°-diameter x 3.5"-long) GET DETAIL PC PRECAST
<br /> window openings,non-bearing walls,stairs,milings,waterproofing,finishes and other nonstructural items. Commerce and the American Plywood Association(APA) nails at4°(minimum,orto match existing)on center.If top andbottom plates are removed and replaced at a double-sided shearwall(is:plywood on DF DOUGLAS FIR PERM PERIMETER
<br /> interior and exleriprfaces),10d(0.148"-diameterx3"-long)common shearwall sheathing nails must be added to the sheathing at new studs from the DIAG DIAGONAL PERP PERPENDICULAR
<br /> STRUCTURAL RESPONSIBILITIES:The FOR is responsible for the strength and stability of the Primary Structure in its completed state. Minimum ARA Rating interior,par the shearwall schedule on sheet S 3.0.Site specific conditions should be reviewed by the structural EOR. ON DOWN PLY PLYWOOD
<br /> Location Thickness Span Rating Plywood Grade Exposure DP DEPTH PRE-MFR PRE-MANUFACTURED
<br /> CONTRACTOR RESPONSIBILITIES:The contractor is responsible for the means and methods of construction and alljob-related safety standards such Floor 23132T&G 24 OC Sturd-I-Floor 1 PERIMETER HEADERS AND RIM JOISTS OWL DOWEL PSL PARALLEL STRAND LUMBER SEAL:
<br /> as OSHA and WISHA.The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary Minor deterioration on the surface tithe rim joist or header(up to 3116"deep)wilt require removal of the deteriorated portions,treating the retained DWG DRAWING P-T POST-TENSIONED
<br /> shoring,bracing and other elements required to maintain stability until the structure is completed.It is the contractor's responsibility to he familiar with the Joist Hangers and Connectors:Simpson Strong-Tie Company Inc.as specified in their latest catalogs was used as the basis of design for this project. material with a fungicide,an approved wood preservefive and killing the voids as required. EA EACH PT PRESERVATIVE/PRESSURE-TREATED
<br /> work required in the construction documents and the requirements for ezecufing it properly. Alternate connectors by other manufacturers may be substituted provided they have current ICC-ESP/IAPMO-ER approval for equivalent or greater load EF EACH FACE REF REFERENCE S.COLtj�
<br /> capacities and are reviewed and approved by the FOR prior to ordering.Connectors shall be installed per the manufacturer's instructions.Where Significant deterioration to the rim joist or header(mom than 3116"into any surface)requires removal and replacement of the deteriorated member. EN EDGE NAILING REINF REINFORCING ��,S IbF Trrk�
<br /> The contractor shall submit plans showing the location,weight,size and anchorage of all hangers su ortin all mechanical,electrical,plumbing or connector straps conned two members, lace 112 of the nails or bolts in each member.Unless noted otherwise all nails shall be full length common.Nail Consult the structural FOR for cases with limited area.All abuttin framing, wet or not is to be treated with ana roved wood EL ELEVATION READ REQUIRED
<br /> P n9 9 9 9 Pp 9 P 9 P P 9 P 9 9 PP F,
<br /> sprinkler loads in excess of 50 pounds.All roof-mounted equipment shall be included on these plans and shall show the weights,sizes, straps to wood framing as late as possible in the framing process thallow the wood to shrink and the building to settle. preservafive.New section orimjoist should be plate nailed to the at the top and bottom plates with 18d(0.161°-diameterx 3.5"-long)nails at 4* EMBED EMBEDMENT RET RETAINING Fa a
<br /> mounlinglattachment details,and locations.Submit plans to the FOR for review prior to installation. (minimum,or to match existing)on center. ENGR ENGINEER SCHED SCHEDULE
<br /> Nails and Staples:Conform to IBC Sec 2303.6"Nails and Staples."Unless noted on plans,nail per IBC Table 23D4.10.1.Unless noted otherwise all EO EQUAL SECT SECTION
<br /> DISCREPANCIES:In case of discrepancies between these general notes,the contract drawings,and specifications, reference standards,the nails shall be common.Nail sizes fled on the drawings are based on the following specifications: Built-Up Headers:In locations where the deterioration is limited to the exterior member of bulk-up headers,the removal andre lacement of on the ES EACH SIDE SHTG SHEATHING
<br /> Pa 9 9 P specified 9 9 Pe P P only 395t9�
<br /> FOR shall determine which shall govern.Discrepancies shall be brought to the attention of the FOR before proceeding with the work.Accordingly,any exterior member is acceptable.The entire length of the header section of the member is to be removed and replaced.(Do not spline) EW EACH WAY SIM SIMILAR i��`�nmAL�'".�
<br /> _. conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. COMMON NAILS (E) EXISTING SMS SHEET METAL SCREW
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<br /> Size Length Diameter SOLID SAWN FLOOR JOISTS AND BEAMS EXP EXPANSION SOO SLAB-ON-GRADE
<br /> SITE VERIFICATION:The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction.Conflicts between the 8d 242" 0.131" Minor deterioration on the surface of the joist or bum(up to 3116"deep)will require removal of the deteriorated potions,treading the retained material EXT EXTERIOR SPEC SPECIFICATION
<br /> drawings and actual site conditions shall be brought to the aftendon of the FOR before proceeding with the work.All underground utilities shall be 10d 3' 0.148" with a fungicide,an approved wood preservative and infilling the voids as required. F/ FACE OF SQ SQUARE 1 1/4/22
<br /> determined by the Contractor prior to excavation or drilling. 16d 3.112' 0.162" FLR FLOOR SS STAINLESS STEEL
<br /> 16d Sinker 3-1/4' 0.148' Significant deterioration to the joist w beam(Mom than 3116°into any surface)requires removal and replacement of the deteriorated member.Consult FNDN FOUNDATION STAGG STAGGERED
<br /> ADJACENT UTILITIES:The contractor shall determine the locations of all adjacent underground utilities prior to excavation.Any utility information the structural FOR for spedfic cases with limited area.All abutting framing,whether wet or not is to be treated with an approved wood preservative. FRT FIRE RETARDANT TREATED STD STANDARD
<br /> shown on the drawings and details is approximate and not necessarily complete. Lag BolbslThtu-BoltslAnoor Bolts:Conform to ASTM A307.Provide plate washersBPS washers under the heads and nuts of all bolts and lagsensors FTAO FORCED TRANSFER AROUND OPENING STIFF STIFFENER Z
<br /> bearing on wood. PLYWOOD FLOOR,ROOF,AND WALL SHEATHING AND GYPSUM WALL SHEATHING FTG FOOTING STRUCT STRUCTURAL O
<br /> DESIGN CRITERIA Deteriorated Floor and Roof Sheathing shall be removed and replaced in minimum 4-ftx4-fl sections.Provide Nodding at new sheathing edges,and nail GA GAUGE SUPPL SUPPLEMENT
<br /> NAILING REQUIREMENTS:Provide minimum nailing In accordance with IBC Table 2304.10.1"Fastening Schedule"except as noted on the drawings. both new and existing sheathing to the blocking.Nail sheathing v tBd(0.131%diameter x 2.5°-long)nails at T on center at all edges and 12'on center GALV GALVANIZED SW SHEAR WALL
<br /> CONSTRUCTION LOADS:Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed Nailing for roogflppr diaDhregms/shearwalls shall be per drawings.Nails shall be driven flush and shall not fracture the surface of sheathing. at field framing GEN GENERAL SYM SYMMETRICAL Q
<br /> construction. GLB GLUE LAMINATED BEAM T/ TOP OF >
<br /> STANDARD LIGHT-FRAME CONSTRUCTION:Unless noted on the drawings,construction shall conform to IBC Sec 2308'Conventional Light-Frame Deteriorated Wall Sheathing shall be removed and replaced in minimum 4-111 sections.The new and existing sheathing shall be nailed to new OR GRADE T&B TOP&BOTTOM N
<br /> DEAD LOAD: Construction'and IBC Sec 2304'General Construction Requirements" blocking at all panel edges to match the stud depth at the sheathing edges.Nail plywood sheathing with 1 Od(0.148"-diameter x 3'-long)common GT GIRDER TRUSS T&G TONGUE&GROOVE 0. C/D
<br /> Wood Deck=30 pal(including Gypcmm) shearwall sheathing nails,per the shearwall schedule on sheet S3.0.use at minimum 1Od common nails at 3'on center for floors l and 2,and 10d OWE GYPSUM WALL BOARD THK,THK'N THICK,THICKENED UJ W
<br /> Wood Floor=30 psf(inducing Gyperete) (1) Roth/Floor Framing:(Unless noted otherwise on plans and details)Provide double joistslretters under all parallel bearing partitions and solid common nails at 4°on center for floors 3 and 4. HD HOLDOWN THRU THROUGH 1 Q
<br /> Wood Roof=15 psf blocking at all hearing points.Provide double joists around all roof/floor openings.Multi-joistslraftere shall be sMch-nailed together Wth(2)1 Old @ HDR HEADER TRANSV TRANSVERSE w a
<br /> Gyperetel Floor Topping(104 Pi=8.67 PSF per inch 12"OC.Provide roof sheathing edge clips centered between framing at unblocked plywood edges.All floor sheathing shall have tongue and groove HF HEM-FIR TYP TYPICAL LLd `J_
<br /> joints or be supported by solid blocking.Allow 1/8"spacing at all panel edges and ends of roof/floor sheathing.RooflHoor sheathing shall be laid HGR HANGER UNO UNLESS NOTED OTHERWISE Q O
<br /> SNOWLOAD:The roof snow load isdeannined by using Chapter 7 of ASCE 7-16 in accordance with IBC Section 1608 and with the following factors: few grain perpendicular to framing members. HORIZ HORIZONTAL VERT VERTICAL
<br /> Ground Snow Load,Pg
<br /> HSS HOLLOW STRUCTURAL SECTION VIF VERIFY IN FIELD Of W
<br /> f 25 psf Z
<br /> Flat Roof Snow Load,%=25 psf (2) Blodm sawn framing noted otherwise on plans and details) blocking shall be full-height 2x at solid sa framing systems ors full-height Hoist or HT HEIGHT WHS WELDED HEADED STUD Z _ OQ
<br /> Snow Exposure Factor,Ce=0.9 roof truss. INT INTERIOR WTS WELDED THREADED STUD LLI Z
<br /> Importance Factor,Is=1.0 Ld DEVELOPMENT LENGTH WWF WELDED WIRE FABRIC UJ
<br /> Thermal Factor,Ct=1.0 MOISTURE CONTENT:Wood material used for this project shall have maximum moisture content of 19%except for the pressure-treated wood sill plate. - Q F_
<br /> Slope Factor,Cs=1.0 Ur V' W PRESERVATIVE TREATMENT:Wood materials are required to be"treated wood"under certain conditions in accordance with IBC Sec 2304.12
<br /> WIND DESIGN:Wind load is determined using Chapter 26 to 30 of ASCE 7-16 in accordance with IBC Section 1609 with the following factors: 'Protection against decay and termites."Conform to the appropriate standards tithe American Wood-Preservers Assodation(AWPA)for sawn lumber, _ W
<br /> Basic Wind Speed(3-Second Gust) V=98 MPH(Ultimate)159 MPH(ASO) glued laminated timber,round poles,wood piles,and marine piles.Foll=American Lumber Standards Committee(ALSO)quality assurance L U 0 N
<br /> Wind Importance Factor Iw=LO Risk-Category=II procedures.Products shall bear the appropriate mark.Coal all ends of cut pressure treated framing with treatment complying with AWPA U1. Z W
<br /> Exposure Category=B GCpi=x0.18 UJ 0
<br /> Components&Cladding Pressure=15 PSF(Ultimate) Components&Cladding End Zone Pressure=20 PSF(Ultimate) METAL CONNECTORSIPT WOOD:All metal hardware and fasteners in contact with pressure treated lumber shall be stainless steel Type 316L.At the
<br /> Kz1=1.0 Owner's risk and discretion,hot-dipped galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel provided that the
<br /> Analysis Procedure-Directional Procedure per ASCE 7,Table 27.2-1 finish has a minimum zinc content of at least 1.85 cz.ISF and its use is coordinated by the Contractor and Wood Supplier for the expected environment CO
<br /> and moisture exposure for appropriate use based on the method of treatment tithe wood.
<br /> SEISMIC DESIGN:Earthquake design is determined using Chapter 12 ASCE 7-16In accordance with IBC Chapter 16 with the following factors: U)
<br /> Importance Fader le=1.0 Risk Category=I1 ANCHORS LL_
<br /> Ss=1.54g Side=1.12g LL_
<br /> Si=0.549 Sd1=0.74 g CONCRETE SCREWS:Concrete screws shall be SIMPSON Titan HO or FOR approved equal with current ICC-ESR/IAPMO-ER report.Install screws
<br /> Site Class=D Seismic Design Category=D in accordance with manufacturer's instructions.Embedment lengths shall be as shown on the drawings. J
<br /> Redundancy Factor,p=1.0
<br /> Horizontal Irregularities:NIA Vertical Irregularities:WA RENOVATION
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<br /> Wood Structure DEMOLITION:Contractor shall verify all existing conditions before commencing any demolition.Shoring shall be installed to support existing
<br /> • Back Seismic Force Resisting System:A-15(Bearing Wall Systems)Light-framed walls with wood structural panels rated for shear construction as required and,in a manner,suitable to the work sequences.Existing reinforcing shall be saved where and as noted on the plans.Saw PROJECT p: 22-144
<br /> resistance cutting,Rand where used,shall not at existing reinforcing that is to be saved.Demolition debris shall not be allowed to damage or overload the existing DRAWN BY: MB
<br /> • Analysis Procedure:Equivalent lateral force procedure,per ASCE 7-16,Section 12.8 structure.Limit construction loading(including demolition debris)on existing floor systems to 40 psf. DESIGNED BY: AJS
<br /> • R=6.5 (1) All new openings through exsting walls,slabs,and beams shall be accomplished by saw cutting wherever possible. DATE: DESCRIPTION
<br /> • Cs=0.176 (2) Contractor shall verify all existing conditions and location of members prior to cutting any openings.
<br /> • Od=4 (3) Small round openings shall be accomplished by core drilling,it possible. 11,04.2022 PERMIT
<br /> • 0=3 (4) Where new reinforcing terminates at existing concrete,threaded bars into threaded expansion inserts in existing concrete shall be provided to
<br /> Seismic demands on nonstructural components,structural componentengineered as pad of defended submittals,and connections of those match horizontal or vertical reinforcing,unless otherwise noted on plans.
<br /> components to the primary structure shall be designed in accordance with the aforementioned building code,the general seismic criteria listed ROT: Contractor shall check for rot at all exterior walls,existing toilet room floors and walls,areas showing water stains,and all woad members in
<br /> above,and the requirements of ASCE 7-16. basement and crawl spaces.All not shall be removed and damaged members shall be replaced or repaired as directed by the FOR or Architect.
<br /> LIVE LOADS: GENERAL WOOD REMEDIATION GUIDELINES
<br /> Roo(Live) 20 PSF
<br /> Roo IS-) 25 PSF These guidelines outline provide general recommendations for the repair of untreated structural wood frame members that have limited wood decay and
<br /> Residential Floor 40 PSF deterioration due to water infiltration.
<br /> Stairs It Landings 100 PSF OR 300k(2"z2"SQR.)
<br /> Exit Condition, 100 PSF JURISDICTIONAL STAMP:
<br /> Balcony Railing 8 Guardrails(Residential) 50 PLF Temporary Shoring:Any structural framing that is unstable or suspect of collapse shall be shored immediately.Safety of the occupants are first priority
<br /> on the project site.The contractor is responsible for all temporary shoring of the structure.
<br /> SUBMITTALS Determine the magnitude of decay that penetrates into the structural framing members using a small flathead screwdriver or an awl as a test probe.
<br /> Expose the wood not and decay to the fullest extent possible.Structurally competent wood should be resistant to the insertion tithe tool. o NOT,
<br /> 2x12 STINGER o ALTERNATES:Product or manufacturer components specified in these drawings are used as the basis of design for this project.Alternates for specified N 16"OC MAX
<br /> items may be submitted to the FOR for review.However,contractor shall submit a current ICC-ESWIAPMO-ER report identifying that an alternative Remove all decay from the wood framing or structural member. CUT& INSTALL(N)JOISTS I G III
<br /> component has the same or greater load capacity than the specified item. Wood Treatment:All structural framing with any of the following conditions should be treated with both a one-fine surface growth cleaner and a PER 10/S2.0 OR 1 1/52.0
<br /> INSTALL NEW JOISTS TO 1°SHOP DRAWING REVIEW:Review by the ArdiitecHEOR is for general compliance with the design concept and the contract documents.Dimensions secondary preservative treatment to limit future growth:minor surface deterioration,signifimnt moisture exposure(moisture content above 19%),or wet +
<br /> BEAR FULLY ON EXT WALL
<br /> and quantities are net reviewed by the EOR,and therefore,must be verdied by the General Contractor.Markings or comments shall no be construed as surface.A surface growth cleaner,such as a 50150 water-bleach mixture,should be sprayed or roller applied to the structural framing to kill surface
<br /> relieving the contractor from compliance with the project plans and specifications,nor departures therefrom.The contractor remains responsible for growth.A seconds wood preservative treatment that includes a long-term fungicide and growth inhibitor,such as Woodlite C
<br /> $ secondary p g- g' g acurer ec should then be
<br /> y details and accuracy;for confirming and When
<br /> she all quantities and dimensions;for selecting fabrication processes;requirements
<br /> o of assembly;and generously applied to the structural framing.The wood reservative treatment should be applied in accordance with the manufacturer recommendations.
<br /> m 9 Y PP 9 P PP HUC26 SLOPED
<br /> a for perfpiming work in a ware manner.When shop drawings(component design drawings)differ from or add W the requirements of the Structural ®a G5�6 EA END
<br /> 9 drawings they shall be designed and stamped by the responsible SSE.Allow one week for FOR review time. Surface Growth:Framing members that have not experienced decay and are structural competent based upon test probing,but exhibit surface growth o 01s= 16
<br /> may remain in place provided that the mold is removed through chemical treatment. - x �O
<br /> DEFERRED SUBMITTALS:Per IBC Section 107.3.4.1,drawings,calculations,and product data forthe design and fabrication of items that are I 'pT �Io h, GOa SHEET TITLE:
<br /> designed-by-others shall bear the seal and signature of the Washington State Registered Professional Engineer(SSE)who is responsible for the design RpaacemenC Framing members that require removal and replacement based on the criteria below shall be replaced with new wood framing per the s+s% LCQ410 `e �J
<br /> and shall be submitted to the ArchitectfEOR and the building department for review prior to fabrication.Allow one week for FOR review time. WOOD FRAMING section tithe General Structural Noes.Framing with exterior exposure andlor in contact with concrete shall be pressure-treated.All I� GLB 31/x11 t/4,TYP I STRUCTURAL
<br /> metal hardware and fasteners in contact With pressure treated lumber be stainless steel Type 316L.At the Owner's risk and discretion,hot-dipped E
<br /> The SSE shall submit stamped and signed calculations and shop drawings to the FOR for review.Review of the SSE's shop drawings is for general galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel prodded that the finish has a minimum zinc content of at I GLB 3t/ 111/ TYP (b
<br /> 3 compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design.All least 1.85 oz./SF and its use is coordinated by the Contractor and Wood Supplier for the expected environment and moisture exposure for appropriate 2x 4 N S2� GENERAL NOTES
<br /> necessary bracing,ties,anchorage,and proprietary products shall be fumished and installed per manufacturer's instructions or the SSE's design use based on the method of preservative treabnent of the wood. L
<br /> EMOVE&REPLACE AS REQ'D W/ O2 3/52.0 4/S2.0 2/52.0 (E) OR (N) BEAM & pp
<br /> drawings and calculations.Submitted drawings shall indicate all reaction forces imparted to the primary structure.The design of the connection to the 2"APA-RATED STURD-I-FLOOR T&G ro} ro} TYP JOISTS AS REQ'D B7 a PLAN
<br /> 3 primary structure is the responsibility of the supplier and SSE.Submitted calculations are for cursory review only and will generally not be returned Special Conditions:Where questions arise regarding the extent of deterioration or the mitigation,the structure)FOR will make thefinal determination. HING FACE GRAIN PERPENDICULAR TO fl~ y'` FIELD CONDITONS
<br /> For unique conditions and areas of significant deterioration the structural FOR is to be contacted to assist in generating detailed recommendations. RAMING,GLUE& NAIL W/ 10d @ COO
<br /> NONSTRUCTURAL COMPONENTS Design,caballing and anchorage ofall nonstructural components shall be in accordance with ASCE 7-16,Chapter 10d® 12"OC FIELD(UNBLOCKED),TYP
<br /> 13 and the project specifications.NonstrucW21 components designed by others shall not induce torsional loading into supporting steel structural
<br /> s members without additional bracing of those membere to eliminate torsional forces.Torsional bracing shall be designed by the nonstructural component CITY OF EVERETT SHEET NUMBER:
<br /> €€gg designer and approved by the EOR.Anchorage to the primary structure is per the bidder-design contractor or supplier. REVIEWED FOR PERMIT(PROJECT)
<br /> STRUCTURAL OBSERVATIONS:When required by the provisions of Section 1704.6.1,1704.6.2,or 1704.6.3,the Owner or the Owners authorized TYPICAL BREEZEWAY FRAMING PLAN NECT
<br /> agent shall employ the FOR to perform stmcheal observations.Structural observations do not include or waive the responsibility for the inspections in L f'1 A .O
<br /> $ lk
<br /> IBC Section 110 or the special inspections in Section 1705 or other sections in the code. t J I
<br /> SCALE:/4 = 1'-0" J
<br /> 0' 4'
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