2 W CASINO RD 2022 BLDG F Plans 2025-04-07

STRUCTURAL NOTES M GENERAL REQUIREMENTS WOOD FRAMING PROJECT AND FRAMING SPECIFIC RECOMMENDATIONS STRUCTURAL ABBREVIATIONS Z xT BUILDING CODE&REFERENCE STANDARDS:The"International Building Code'(IBC)2018 Edition,as adopted and modified by the City of Everett, REFERENCE STANDARDS:Conform to: STUDS AS ANCHOR BOLT LLH LONG LEG HORIZONTAL governs the design and construction of this project.Reference to a specific section in the Code does not relieve the contractor from compliance with the (1) IBC Chapter 23•WOOD.' Minor deterioration on the surface of the stud(up to 3116"deep)will require removal of the surface rot through a mechanical effort treated with an ADDL ADDITIONAL LLV LONG LEG VERTICAL U3 entire materials reference standards noted below.The latest edition of the materials reference standards shallbeused. (2) NDS and NDS Supplement-"National Design Spedfication for Wood Construction.° appropriate fungicide and with a wood preservative.The addition of a matching stud nailed alongside(sistered)with 1Od(0.148'-diameterx 3"song) ALT ALTERNATE LONGIT LONGITUDINAL (3) IEBC Chapter 7"Alteratio se-avel 1' common nails 112'OC may be necessary to achieve a plumb surface for proper nailing of sheathing and wallboard. Ls SPLICE LENGTH W EE SCOPE OF STRUCTURAL WORK:Repair of section of degraded elevated exterior walkway of the building. ARCH ARCHITECTURAL) P 9 Y A (4) BC512013°Building Component Safety Information." ATR ALL-THREADED ROD LSL LAMINATED STRAND LUMBER deteriornt ated stud.AD abuon ttthe stud gframi(morethan3 wet by up b treated with aof n sroved)wood presrvatigor the rds with ign replacement of the LVL LAMINATED VENEER LUMBER DEFINITIONS:The following definitions apply to these general notes: ALTERNATES:Alternates for specified item may be submitted fothe FOR for review.Contractor shall submits anent lCGESWIAPM0.ER report deteriorated stud.All abutting framing,whether wet or not is to be treated with an approved wood preservative.Al studs with significant deterioration of B/ BOTTOM OF Z � • "Structural Engineer of Record"FOR-The Structural Engineer who is legally responsible for stamping&si signing the structural documents identifying that an alternative component has the same or greater load capacity than then specified item. holdowns must to be addressed the structural FOR on a casab case basis.if studs are removed andre laced at a double-sided shearwall is: BN BOUNDARY NAILING MAT'L MATERIAL xu 9 (EOR) 9 9 Y Po P 9 9 9 tlfyl 9 Do 9 P hY P Y Y P ( N for the project.The FOR is responsible for the design of the Primary Structural system. plywood on interior and exterior faces),10d(0.148"-diameterx 3'-long)common shearwall sheathing nails must be added to new studs from the interior, BLDG BUILDING MAX MAXIMUM � � y "P bEngineer'( ) P 9 D oe ty engineering p p y g pe y 8LKG BLOCKING MECH MECHANICAL i• Social Structural SSE-A licensed professional Engineer,not the EOR,who erforms specialty structural en ineerin IDENTIFICATION:All sawn lumber and re-manufactured wood roducts shall be Identified b the race mark or a certificate of Ins ction issued b the per the shearwall schedule on sheet S 3.0. Z h0 services necessary eceasa to complete the structure who has experience and(mining In the specific specialty.The General Conirector, BOTT BOTTOM MFR MANUFACTURER c ry P 9 poccertifying agency. W ai N o 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 � p SSE.Submittals shall be stamped and signed b the SSE.Documents stamped BTWN BETWEEN MISC MISCELLANEOUS L i ag N p g y pad and signed by the SSE shell be completed by or under the MATERIALS: Replace all plates at bearing wells and/or shearwalls which show signs of deterioration with new material.All framing lumber In contact with concrete direct supervision of the SSE with a PE license issued b the State of Washington, shall be replaced with treated framing with an approved woodpreservative.Th CENTERLINE (N) NEW r_ J p y gg pp e degree of visible deterioration alone should not detertnlne whether a xv i>0 • 'Deferred Submittals-Deferred Submittal is engineering work to be designer-byothers or bidder-designed. Sawn Lumber:Conform to grading miss ofWWPA,WCLIB,or NLGA.Finger jointed studs acceptable at interior non-structural walls only. plate is to be replaced since the plate can trap water between surfaces where it is not readily visible.if decay is suspected,subsurface exploration CJ CONSTRUCTION or CONTROL JOINT NIC NOT IN CONTRACT m "6 cV should be performed,or the plate should be removed and replaced. CLR CLEARANCE) NOM NOMINAL m ?J iT W NOTE PRIORITIES:Notes on the individual drawings shall govern over these general notes. Member Use Size Species Grade CONIC CONCRETE NTS NOT TO SCALE Q ?� ,� N Studs&Plates 2x,3x OF N.2 Splice Sill plates to concrete h butting members together and strappingacross the joint with a Sim OC ON CENTER G Y 9 9 1 Simpson LSTA24 and maximum of two CONN CONNECTION OPNG OPENING SPECIFICATIONS:Refer to these notes,sWctureldrewings,and arohitecturel drawings which serve as specifications for this project. Poet 4z OF No.2 diameter anchor bolts in each section of the bottom plate.Provide one bolt within IT of each end of the sill plate and provides maximum bolt spacing CONST CONSTRUCTION Opp OPPOSITE Joists 2x OF No.2 of48"oncenter.. An acceptable retrofit anchor bolt is a 5/8'diameter x T-long Simpson TITEN HD with a 30 plate washer.Site specific conditions CONT CONTINUOUS 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 OF No.2 should be reviewed by the structural ORIENTED STRAND BOARD l EOR. CTRD CENTERED OSB OPEN WEB WOOD JOIST details of the work. CTSK COUNTERSINK R PLATE Wood Structural Sheathln (Plywood):Wood APA-rated structural sheathing includes: II veneer orientedTo and Bottom Plates at shearwalls that are replaced are to be strapped to adjacent latex it DEL DOUBLE R p(Prywo ) g c u es or e ear plywood, strand board,waforboaN, P p goad I p with o minimum Simpson LSTA24.Snigger the splice O PC PRECAST ARCHITECTURAL DRAWINGS:Refer to the Arohkecturel drawings for intonation including,but not limited to:dimensions,elevations,slopes,door and padicleboard,Ti-11 siding,and composites of veneer and wood-based material.Conform 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 16d(0.161"diameter x 3.5'-long) DET DETAIL window openings,non-bearing walls,stairs,ratings,waterproofing,finishes and other nonsWctural items. Commerce and the American Plywood Association(APA) nails at 4'(minimum,or to match existing)on center.if top and bottom plates are removed and replaced at a double-sided shearwall(ki plywood on OF DOUGLAS FIR PERM PERIMETER interior and exterior faces),10d(0.148"-diameter x T-long)common shearwall sheathing nails must be added to the sheathing at new studs from the DIAG DIAGONAL PERP PERPENDICULAR STRUCTURAL RESPONSIBILITIES:The FOR is responsible for the strength and stability of the Primary Structure in its completed state. Minimum APA Rating interior,per the shearwall schedule on sheet S 3.0.Site specific conditions should be reviewed by the structural EOR. ON DOWN PLY PLYWOOD -- LocaBon Thickness Span Rating Plywood Grade Exoowre DP DEPTH PRE-MFR PRE-MANUFACTURED CONTRACTOR RESPONSIBILITIES:The contractor is responsible for the means and methods of construction and all job-related safety standards such Floor 23taTT&G 24 OC Sturd-I-Floor 1 PERIMETER HEADERS AND RIM JOISTS OWL DOWEL PSL PARALLEL STRAND LUMBER SEAL as OSHA and WISHA The contractor is responsible for the strength and stability of the structure during wnstmotion and shall provide temporary Minor deterioration on the surface of the rim joist or header(up to 3/16'deep)will require removal of the deteriorated Portions,treating the retained DWG DRAWING P-T POST-TENSIONED shoring,bracing and other elements required to maintain stability until the structure is completed.It is the contractors responsibility to be 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 preservative and infilling the voids as required. EA EACH PT PRESERVATIVE/PRESSURE-TREATED work re required in the construction documents and there requirements for executing dproperly. Alternatec connectors other manufacturers may be substituted rovided the have current ICGESRAAPMO-ERa approval for equivalent or greater load EF EACH FACE REF REFERENCE CO g q g Y Y P Y fa q 9 S. LL REINF REINFORCING capacities and are reviewed and approved by the FOR prior to ordering.Connectors shall be installed per the manufacturers instructions.Where Significant deterioretionfothe rim Joist or header(mom than 3118"into any surface)requires removal and replacement of the deteriorated member. EN EDGE NAILING p1 0p 1fA9q�,0 The contractor shall submit plans showing the location,weight,size and anchorage of all hangers supporting all mechanical,electrical,plumbing or connector straps connect two members,place 1/2 of the nails or bolts in each member.Unless noted otherwise all nails shall be full length common.Nall Consult the structural FOR for specific mass with limited area.All abutting framing,whether wet or not is to be treated with an approved wood EL ELEVATION REO'D REQUIRED xAQ'zy `ryc� 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 to allow the wood to shrink and the building to settle. preservative.New section of rin ist should be plate nailed to the at the top and bottom plates with 16d(0.161"-diameter x 3.5"-long)nails al4" EMBED EMBEDMENT RET RETAINING mountinglattachment details,and locations.Submit plans to the FOR for review prior to installation. (minimum,or to match existing)on center. ENGR ENGINEER SCHED SCHEDULE Nails and Staples:Conform to IBC Sac 2303.6*Nails and Staples."Unless noted on plans,nail per IBC Table 2304.10.1.Unless noted otherwise all EQ EQUAL SECT SECTION DISCREPANCIES:In can of discrepancies between these general notes,the contract drawings,and specifications,and/or reference standards,the nails shall be common.Nall sizes specified on the drawings are based on the following specifications: Built-Up Headers:In locations where the deterioragon is limited to the exterior member of built-up headers,the removal and replacement of only the ES EACH SIDE SHTG SHEATHING FOR shall determine which shall govem.Discrepancies shall be brought to the attention oflhe 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.(DonotsPlice) EW EACH WAY SIM SIMILAR '�-;l, 395t9 39519 i 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 IO(A F��A Size Length Diameter SOLID SAWN FLOOR JOISTS AND BEAMS EXP EXPANSION SOG SLAB-ON-GRADE SITE VERIFICATION:The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction.Conflicts between the Sid 2-112' 0,131" Minor determination on the surface of the joist or beam(up to 311 Fdeep)will require removal of the deteriorated portions,treating the retained material EXT EXTERIOR SPEC SPECIFICATION drawings and actual site conditions shall be brought to the attention 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 SO SQUARE 1 1/4/22 determined by the Contractor prior to excavation or drilling. 16d 3.1/T 0.182" FLR FLOOR SS STAINLESS STEEL 16d Sinker 3.1/4' 0.148' Significant deterioration to the joist or beam(mom than 3/16"into any surface)requires removal and replacement of the deteriorated member.Consult FNDN FOUNDATION STAGG STAGGERED ADJACENT UTILITIES:The contractor shall determine the locations of all adjacent underground utilities prior to excavation.Any utility infgmratlon the structural FOR for specific 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 shown an the drawings and details is approximate and not necessarily complete. Lap Bolte(Thru-BoltslAnchor Bolts:Contain fo ASTM A307.Provide plate washerslBPS washers under the heads and nuts of all bolts and lag screws FTAO FORCED TRANSFER AROUND OPENING STIFF STIFFENERT STRUCTURAL bearing on wood. PLYWOOD FLOOR,ROOF AND WALL SHEATHING AND GYPSUM WALL SHEATHING FTG FOOTING SSTRUCTRUCUPPL SUPPLEMENT DESIGN CRITERIA Deteriorated Floor and Roof Sheathing shall be removed and replaced in minimum 4-ftx4-fl sections.Provide blocking at new sheathing edges,and nail GA GAUGE NAILING REQUIREMENTS:Provide minimum nailing In accordance with IBC Table 2304,10.1Tasteming Schedule"except as noted on the drawings, both new and existing sheathing to the blocking.Nail sheathing with 8d(0.131'diameterx 2.5"-long)nails at 6"on center al all edges and IT on center GALV GALVANIZED SW SHEAR WALL L.. CONSTRUCTION LOADS:Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed Nailing for roof/floor disphragmerahear walls 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 construction. GLB GLUE LAMINATED BEAM T/ TOP OF > STANDARD LIGHT-FRAME CONSTRUCTION:Unless noted on the drawings,construction shall conform to IBC Sac 2308"Conventional Light-Frame Deteriorated Wall Sheathing shall be remover)and replaced in minimum 4-flx4-ft sections.The new and existing sheathing shall be nailed to new GR GRADE T&B TOP&BOTTOM N/ DEAD LOAD: Construction'and IBC Sec 2304"General Construction Requirements,' blocking at all panel edges to match the stud depth at the sheathing edges.Nall plywood sheathing with 10d(0.148"-diameter x 3"-long)common GT GIRDER TRUSS T&G TONGUE&GROOVE 0 U) Wood Deck=30 Pat moluding Gyperefo) shearwall sheathing nails,per the sheanvall schedule on sheet S3.0.use at minimum IOd common nails at 3"on center for floors l and 2,and 1Od GWB GYPSUM WALL BOARD THK,THK'N THICK,THICKENED LLJ W Wood Floor=30 Pat(including Gyperefo) (1) Rwf/FIDor Framing:(Unless noted otherwise on plans and details)Provide double joistst2ftsm under all parallel bearing partitions and wild common nails at 4"on center for floors 3 and 4. HD HOLDOWN THRU THROUGH U) Wood Roof=15 psf blocking at all bearing points.Provide double joists around all Mall openings.Multi-jois stitch-nailedw ts/rafters shall be together with 0 HDR HEADER TRANSV TRANSVERSE d Gyperete I Floor Topping(104 PCF)=8.67 PSF per inch 1TOC.Provide mof sheathing edge clips centered between framing at unblocked plywood edges.All floor sheathing shall have tongue and groove HF HEM-FIR TYP TYPICAL n� I 'CI_ joints or be supported by solid blocking.Allow 1/8"spacing at all panel edges and ends of m0li sheathing.Roof/floor sheathing shall be laid HGR HANGER UNO UNLESS NOTED OTHERWISE 1J-// Q O SNOW LOAD:The roof snow load is determined 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 a. Ground Snow Load,IRS=25 psf HSS HOLLOW STRUCTURAL SECTION VIF VERIFY IN FIELD Of 00 Flat Roof Snow Load,Pf=25 psf (2) Blocking:(Unless noted otherwise on plans and details)All blocking shall be full-height 2x at solid sawn framing systems or a full-height l-joist or HT HEIGHT WHS WELDED HEADED STUD Z Z Snow Exposure Factor,Ce=0.9 roof trues. INT INTERIOR WTS WELDED THREADED STUD LV Q Importance Factor,Is=1.0 Ld DEVELOPMENT LENGTH WWF WELDED WIRE FABRIC UJ Q j-, 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 I-.- Slope Factor,Cs=1.0 w PRESERVATIVE TREATMENT:Wood materials are required to be"treated wood"under certain conditions in accordance with IBC Sec 2304.12 r<.//J 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 dewy and termites.'Conform to the appropriate standards of the American Wood-Preservers Association(AWPA)for sawn lumber, L.1� LL X Basic Wind Speed(3-Second Gust) V=98 MPH(Ultimate)/59 MPH(ASD) glued laminated timber,round poles,wood plies,and marine piles.Follow American Lumber Standards Committee(ALSC)quality assurance UJ (D N LLI Wind Importance Factor Iw=1.0 Risk-Category=It procedures.Products shall bear the appropriate mark.Coat all ends of cot pressure treated framing with treatment complying with AWPA U1. Exposure Category=B GCpi=0.18 > Z W METAL CONNECTORS/PT WOOD:All metal hardware and fasteners in contact with pressure treated lumber shall be stainless steel Components&Cladding Pressure=15 PSF(Ultimate) Components&Cladding End Zone Pressure=20 PSF(Ultimate) Type 316L.At the UJ Kzt=1.0 timers risk and discretion,hot-dipped galvanizer)metal hardware and fasteners may be investigated for use In lieu of stainless steel provided theme Analysis Procedure-Directional Procedure per ASCE 7,Table 27.2-1 finish has a minimum zinc content of at least 1.85 oz./SF and Its use is coordinated by the Contractor and Wood Supplier for the expected environment m and moisture exposure for appropriate use based on the method of preservative treatment of the wood. SEISMIC DESIGN:Earthquake design is determined using Chapter 12 ASCE 7-16 in accordance with IBC Chapter 16 with the following factors: LW Importance Factor Is=1.0 Risk Category-II ANCHORS Ss=1.54g Sds=1.12g S1=0.54 g Sdi=0.74 g CONCRETE SCREWS:Concrete screws shall be SIMPSON Titan HO or FOR approved equal with current ICC-ESRIIAPMO-ER report.Install wrews Site Class=D Seismic Design Category=D In accordance with manufacturers Instructions.Embedment lengths shall be as shown on the drawings. J Redundancy Factor,a:N1.0 IA m Hodwhtal Irregularities:NIA Vertical Iregularitiea:N/A RENOVATION Wood Stmcture DEMOLITION:Contractor shall verify all existing conditions before commencing any demolition.Shoring shall be installed to support existing • Basic Seismic Force Resisting System:A-15(Bearing Well 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 A: 22.144 resistance cutting,Vand where used,shall not cot existing reinforcing that is to be saved.Demolition debris shall not be allowed to damage or overload the existing DRAWN BY: ME • 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. • R=6.5 (1) All new openings through existing walls,slabs,and beams shall be accomplished by cow cutting wherever possible. DESIGNED BY: AJS • Cs=0.176 (2) Contractor shall verffy all existng conditions and location of members prior to cutting any openings. DATE: DESCRIPTION • Cd=4 (3) Small mund openings shall be accomplished by core drilling,if possible. 11.04.2022 PERMIT • 0=3 (4) Where new reinforcing terminates at existing concrete,threaded bars into threaded expansion aseds In existing concrete shall be provided to Seismic demands on nonaWcturel components,structural components engineered as part of deferred submittals,and connections of those match horizontal or vertical reinforcing,unless otherwise noted on plans. -. 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 wood members in above,and the requirements of ASCE 7-16. basement and crawl spaces.All not shall be remover)and damaged members shall be replaced or repaired as directed by the FOR or Architect. LIVE LOADS: GENERAL WOOD REMEDIATION GUIDELINES Roof(Live) 20 PSF Roof(Snow) 25 PSF These guidelines outline provide general recommendations for the repair of untreated structural wood frame members that have limited wood decay and Residential Floor 40 PSF deterioration due to water infiltration. Stairs&Landings 100 PSF OR 3006(TxT SOR.) Exit Corridors 100 PSF Temporary Shoring:Any structural framing that is unstable or suspect of collapse shall be shored immediately.Safety of the occupants are first priority JURISDICTIONAL STAMP: Balcony Railing&Guardrells(Resldenfial) 50 PUP on the project site.The contractor is responsible for all temporary shoring ofthe structure. SUBMITTALS Determine the magnitude of decay that penetrates into the structural framing members using a small fathead screwdriver or an awl as a test probe. Expose the wood rot and decay to the fullest extent possible.Structurally competent wood should be resistant to the intention of the tool. Al NOTCHED 2x12 STINGER `^ ALTERNATES:Product or manufacturer components specified in these drawings are used as the basis of design for this project.Alternates for specified ® 16"OC MAX items may be submitted to the FOR for review However,contractor shall submit a current ICC-ESR/IAPMO-ER report identifying that an alternative Remove all dewy from the wood framing or structural member. CUT& INSTALL(N)JOISTS IN III component has the same or greater load capacity than the specified item. PER 10/S2.0 OR ll/S2.0 Wood try preservative a err Alive trey structural treatment to limit with any of the following dace deterioration, should, treated with both a one-time surface growth cleaner and a INSTALL NEW JOISTS TO SHOP DRAWING REVIEW:Review by the ArchitedlEORis for general compliance with the design concept and the contract documents.Dimensions secondary preservative treaMenl to limit future growth:minor surface deterioration,significant moisture exposure(moisture content above 19%),or wet BEAR FULLY ON EXT WALL + and quantities are not reviewed by the EOR,and therefore,must be verified by the General Contractor.Markings or comments shall not be constmed 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 i relieving the contractor from compliance with the project plans and specifications,nor departures therefrom.The contractor remains responsible for growth.A secondary wood preservative treatment that includes a long-term fungicide and growth inhibitor,such as Woodllfe Coppercoat,should then be details and accuracy;for confirming and consisting all quantifies and dimensions;for selecting fabrication processes;for techniques of assembly;and generously applied to the structural framing.The wood preservative treatment should be applied In accordance with the manufacturer recommendations. SLD 8 for performing work in a secure manner.When shop drawings(component design drawings)differ from or add to the requirements of the Structural HUC�on 6 drewin s the shall be deaf ned and stem ed b t n i I g Y 9 P y he respo s b e SSE.Allow one week for FOR review time. Surface Growtti:Framing members that have not experienced decoy and ere structural competent based upon test probing,but exhibit surface growthmay remain in plain provided that the mold is removed through chemical treatment.DEFERRED SUBMITTALS:Per IBC Section 107.3.4.1,drawings,calculations,and product data for the design and fabrication of Items that are ) AT eN o //Cc- G 6}0 I SHEET TITLE. N designed-byothers shall bear the coal and signature of the Washington Slate Registered Professional Engineer(SSE)who is responsible for the design Rpaacemenk Framing members that require removal and replacement based on the critenta below shall be replaced with new wood framing per the +s 0410 and shall be submitted to the ArchiteoVEOR and the building department for review prior to fabrication.Allow one weak for FOR review time. WOOD FRAMING section of the General Structural Notes.Framing with exterior exposure and/or In contact with concrete shall be pressure-treated.All I� = I 1 metal hardware and fasteners in contact with pressure treated lumber be stainless steel Type 316L.At the Owners risk and discretion,ho4di d GLB 3/x 11/ TYP 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 P YF pa u STRUCTURAL D 9 P 9 P 9 g galvanized metal hardware and fasteners maybe investigated for use In lieu of stainless steel provided that the finish has a minimum zinc content of tat o GLB 31/2x 1 11/4,TYP o �G a 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 least185oz.ISFandItsuseiscoordinatedbytheContractorandWoodSupplierfortheexpectedenvironmentandmoistureexposursforappropil y `P2 GENERAL NOTES necessary bracing,ties,anchorage,and proprietary products shall be famished and installed per manufacturers insimctions or the SSE'a design use based on the method of preservative treatment of the wood. REMOVE&REPLACE AS REO'D W/ IOC rD 3/52.0 4/52.0 2/52.0 (E)OR(N) BEAM& drawings and calculations.Submitted drawings shall indicate all reaction forces imparted to the primary structure.The design at the connection to the 23/32"APA-RATED STURD-I-FLOOR T&G -o �} <o} TYP JOISTS AS REQ'D BY &PLAN 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 mitigabov,the structural FOR will make the final determination. SHEATHING FACE GRAIN PERPENDICULAR TO --- Q~ y� FIELD CONDITONS For unique conditions and areas of significant deterioration the structural FOR is to be contacted to assist in generating detailed recommendations. FLOOR FRAMING,GLUE&NAIL W/ 10d 0 6"CC NONSTRUCTURAL COMPONENTS.Design,detailing and anchorage of all nonstructural components shall be in accordance with ASCE 746,Chapter EDGES, 10d 0 12"OC FIELD (UNBLOCKED),TYP P 13 and the project specifications.Nonstructural components designed by others shall not induce torsional loading Into supporting steel structural members without additional bracing of those members to eliminate torsional forts.Torsional bracing shall be designed by the nonstmclursl component CITY OF EVERETT SHEET NUMBER: designer and approved by the EOR.Anchorage to the primary structure is per the bidder-design contractor or supplier. REVIEWED FOR PERMIT (PROJECT) STRUCTURAL OBSERVATIONS:When required by ry provisions of tuSection observations not Include or walv3,the Owner orthe Owners authorized N .O agent shall empfoythe EOR to perform structural observations.Structural observations do not include or waive the responsibility for the inspections in TYPICAL BREEZEWAY FRAMING PLAN sIBC Section 110 or the special inspections in Section 1705 or other sections in the code. 1 ti SCALE:/p"= V-O" - 6$* 0' 2'