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BUILDING CODE & REFERENCE STANDARDS: The "International Building Code" (I8C).2O15Edition, aoadopted and modified bythe City ofEverett,
<br />Washington, governs the design and construction ofthis project. Reference to a specific section in the Code does not relieve the contractor from
<br />compliance with the entire materials reference standards noted below. The latest edition of the materials reference standards shall be used.
<br />SCOPE DFSTRUCTURAL WORK: The structural scope of work involves the repair to structural damages in existing entry and egress stair structures at
<br />aseries ufapartment buildings.
<br />DEFINITIONS: The following dofinitionuapply tothese general notes:
<br />a "Structural Engineer of Record" (EOR) - The Structural Engineer who is legally responsible for stamping & signing the structural documents
<br />for the project. The EORis responsible for the design of the aspects of the Primary Structural System impacted by this project.
<br />0 "Specialty Structural Engineer" (SSE) - A licensed professional Engineer, not the EOR, who performs specialty structural engineering
<br />services necessary hocomplete the structure, who has experience and training in the specific specialty. The General Contractor,
<br />subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements shall retain the
<br />SSE. Submittals shall bostamped and signed bythe SSE. Documents stamped and signed bythe SSE shall becompleted byurunder the
<br />direct supervision of the SSE with a PE or SE license issued by the State of Washington.
<br />m "Deferred Submittals - Deferred Submittal is engineering work to be designed -by -others or bidder -designed.
<br />NOTE PRIORITIES: Notes on the individual drawings shall govern over these general notes.
<br />SPECIFICATIONS: Refer to these notes, structural drawings, and architectural drawings which serve aospecifications for this project
<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
<br />details of the work.
<br />ARCHITECTURAL DRAWINGS: Refer to the Architectural drawings for information including, but not limited to: dimensions, elevations, slopes, door and
<br />window openings, stairs, curbs, drains, depressions, railings, waterproofing, finishemand other nonstructural items.
<br />STRUCTURAL RESPONSIBILITIES: The EOR is responsible for the strength and stability of the Primary Structure in its completed state.
<br />CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job -related safety standards such
<br />as OSHA and WISHA. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary
<br />ahuring.bnacingandothoro|amentsnoquimd0omaintminstabi|ityund|thostmcturoiouomp|etad.|tiothacontracto/oeoponoibi|itytobafami|iarwiihthe
<br />work required in the construction documents and the requirements for executing it properly.
<br />In case of discrepancies between these general notes, the contract drawings and specifications, and/or reference standards, the
<br />EOR shall determine which shall govern. Discrepancies shall be brought to the attention of the EOR before proceeding with the work, Accordingly, any
<br />conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price.
<br />SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction. Conflicts between the
<br />drawings and actual site conditions shall be brought to the attention of the EOR before proceeding with the work. All underground utilities shall be
<br />determined bythe Contractor prior toexcavation ordrilling.
<br />ADJACENT UTILITIES: The contractor shall determine the locations ofall adjacent underground utilities prior to excavation. Any utility information
<br />shown unthe drawings and details isapproximate and not necessarily complete.
<br />I to
<br />1111111111111111111111111111111111
<br />CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed
<br />construction.
<br />DEFLECTIONS:
<br />Floor Total Load Deflection Limit: L/248
<br />Floor Live load Deflection Limit: L1380
<br />LIVE LOADS:
<br />Stairs &Landings 1O0PSFOR38U# (4x4^SOFi)
<br />Balcony Railing & Guardrails (Commarcial) 50PLFOR2OO#(TOP RAIL)
<br />Balcony Railings & Guardrails (Compunanbs) 50PSF(12^x12''SORj(1)
<br />(1) Component reactions need not becombined with top rail loadings.
<br />SUBMITTALS: Shop Drawings shall be submitted to the ArchiteeVEOR prior to any fabrication or construction for all structural items. The contractor shall
<br />review and place a shop drawings stamp on the submittal before forwarding to the EOR. Submittals shall be made in time to provide a minimum of one
<br />week for review bythe EOR. Additional submittals required for this project are specified inthe upacifiosections below. Reference the individual material
<br />section for specific information bxbeincluded inthe submittal.
<br />ALTERNATES: Product or manufacturer components specified in these drawings are used as the basis of design for this project. Alternates for specified
<br />items may be submitted to the EOR for review. However, contractor shall submit a current ICC-ESR/IAPMO-ER report identifying that an alternative
<br />component has the same orgreater load capacity than the specified item.
<br />SHOP DRAWING REVIEW: Review by the ArchitecVEOis for general compliance with the design concept and the contract documents. Dimensions
<br />and quantities are not reviewed by the EOR, and therefore, must be verified bythe General Contractor. Markings orcomments shall not be construed as
<br />relieving the contractor from compliance with the project plans and specifications, nor departures therefrom. The contractor remains responsible for
<br />details and accuracy; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques ufassembly; and
<br />for performing work in a secure manner. When shop drawings (component design drawings) differ from or add to the requirements of the Structural
<br />drawings they shall be designed and stamped by the responsible SSE. Allow one week for EOR review time.
<br />DEFERRED Per IBC Section 107.3.4.1, drawings, calculations, and product data for the design and fabrication of items that are
<br />designed -by -others shall bear the seal and signature of the Washington State Registered Professional Engineer (SSE) who is responsible for the design
<br />and shall be submitted to the ArchitectlEOR and the building department for review prior to fabrication. Allow one week for EOR review time.
<br />The SSE shall submit stamped and signed calculations and shop drawings to the EOR for review. Review of the SSE's shop drawings is for general
<br />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
<br />necessary bracing, ties, anchorage, and proprietary products shall be furnished and installed per manufacturers instructions or the SSE's design
<br />drawings and calculations. Submitted drawings shall indicate all reaction forces imparted to the primary structure. Submitted calculations are for cursory
<br />review only and will generally not bereturned. Deferred submittals include but are not limited iothe following:
<br />Handrails &Guardrails
<br />NON-STRUCTURAL Design, detailing and anchorage of all nonstructural components shall be in accordance with ASCE 7-10, Chapter
<br />13 and the project specifications. Nonstructural components designed by others shall not induce torsional loading into supporting steel structural
<br />members without additional bracing of those members to eliminate torsional lorces. Torsional bracing shall bedesigned bythe nonstructural component
<br />designer and approved by the EOR. Anchorage to the primary structure is per the bidder -design contractor or supplier.
<br />TESTS &UNSPECTIONS
<br />INSPECTIONS: All construction is subject to inspection by the Building Official in accordance with IBC SeeM0. The contractor shall coordinate all
<br />required inspections with the Building Official. Submit copies ofall inspection reports bothe ArchitooUE0Rfor review. The Building Official may accept
<br />inspection of and reports by approved inspection agencies in lieu of Building Official's inspections. The contractor shall obtain approval of Building
<br />Offioia!touse the third -party inspection agency and contractor shall alert the AmhiteoUEORaosuch.
<br />PREFABRICATEDCONSTRUCTION: All prefabricated construction shall conform to the inspection requirements o[the same material urconstruction
<br />type used for this project.
<br />STRUCTURAL OBSERVATIONS: When required by the provisions of Section 1704.6.1 or 1704.6.2, the Owner or the Owner's authorized agent shall
<br />employ the EOR0operform structural observations. Structural observations dunot include orwaive the responsibility for the inspections inSection 1iU
<br />urthe special inspections inSection 1785orother sections inthe code.
<br />The following structural observations are required to be completed by the BRduring construction. TheBR is to be notified when elements listed
<br />below are substantially complete and ready for observation. Contact the EORaminimum ofCDbusiness days prior 0ocovering the work.
<br />0 Substantial completion of Floor Framing Repairs
<br />DESIGN STANDARDS: Structural steel for this project is designed in accordance with the latest edition of the AISC Steel Construction Manual.
<br />REFERENCE STANDARDS: Conform to:
<br />(1) AISC"Code ofStandard Practice for Steel Buildings &Bhdgoo."
<br />CD RCSC"Specification for Structural Joints using ASTMA325orA48OBohn.^
<br />CD &WSB11"Structural Welding Code Steel."
<br />SUBMITTALS:
<br />(1) Submit shop drawings inaccordance with AISCSpnnifioaionSee M1"Shop and Erection Drawngs.^
<br />Bars&Plateo ASTM A36, Fy=36 ksi
<br />CAST -IN -PLACE CONCRETE
<br />REFERENCE STANDARDS: Conforms tothe latest editions ofthe following:
<br />(1) AC|318"Building Code Requirements for Structural Concrete and Commentary".
<br />(2) IBC Chapter 19.
<br />FIELD REFERENCE: The contractor shall keep acopy of AC|Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (AC|
<br />JO1)with Selected AC|and ASTM References."
<br />CONCRETE MIXTURES: Conform to ACI 318 Chapter 19 "Concrete: Design and Durability Requirements."
<br />MATERIALS: Conform buAC|318Chapters 1&820.
<br />SUBMITTALS: Provide all submittals required by ACI 301See 4.12. Submit mix designs for each mix in the table below.
<br />TABLE OF MIX DESIGN
<br />Member Strength Test Age Maximum Exposure Max Minimum
<br />Type/Location (LSI) da s Aggregate Classification W/C Ratio Air Content -
<br />"Ponohoe.carports, steps exposed tu 3000 28 1'' F3.C2 0.40 4.5%
<br />Weather & garage slabs ongrade
<br />Foundations ' residential footings 3500 28 1^ F1.CO 0.50 4.5%
<br />& stem walls below grade
<br />MIX DESIGN NOTES:
<br />(1) VWCRetio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Ratios not shown in the table above
<br />are controlled bystrength requirements.
<br />(2) CemonbtiuusContent The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 See 4.2.2Qb. Maximum amount nffly
<br />ash shall be 20% of total cementitious content unless reviewed and approved otherwise by EOR.
<br />(3) Air Content: Conform to ACI 301 See 4.2.2.4. Horizontal exterior surfaces in contact with the soil require entrained air. Use Exposure Category
<br />FO.SO, WO, and COunless noted otherwise. Tolerance is+/-1.5%.Air content shall bnmeasured atpoint ofplacement,
<br />(4) Exposure Classification: The mix design provided shall meet the requirements of ACI 318 Chapter 19, based on the exposure classification
<br />indicated inthe table above.
<br />(5) Slump: Unless otherwise specified or permitted, concrete shall have at the point of delivery, a slump of 4" +/- V. For additional criteria,
<br />reference AC|301 Seo4222.
<br />FORMWORK: Conform to AC|0iSee 2"Formwork and Form Accessories.^Removal ofForms shall conform to See 2.3.2 except strength indicated ill
<br />See l32.6shall be&75 fc.
<br />MEASURING,Conform toA0301See 4�
<br />HANDLING, PLACING, CONSTRUCTING, AND CURING: Conform hoAC!JO1See S.
<br />CONSTRUCTION JOINTS: Conform ���See 2.2.2.5, 5.12��2.2.1.and �2.6. Construction joints shall be located and detailed as on the
<br />construction drawings. Use of an acceptable adhesive, surface retarder, Portland cement grout, or roughening the surface is not required unless
<br />specifically noted on the drawings. Where shear bond is required, roughen surfaces to 1/4" amplitude.
<br />EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non-structural embedded items before
<br />placing concrete. Contractor shall refer to mechanical, electrical, plumbing, and architectural drawings and coordinate all other embedded items.
<br />GROUT: Consult Simpson Strong -Tie Catalog for description ofgrouts listed below.
<br />Anchor Bolts and Rebar. Use Simpson SET-XP (greater than 40F) epoxy adhesive grout or Simpson Acrylic -Tie Adhesive AT-XP (less than 40F).
<br />BONDING Use Master Builders Concresive Liquid (LPL). Apply in accordance with manufacturers instructions.
<br />JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review.
<br />LEAN CONCRETE BACKFILL: Conform to recommendations of ACI 229R "Controlled Low Strength Materials (CLSM)''for mixing and placing lean
<br />concrete backfill shown on the drawings. Use 100 PSI mix. Use standard slump testto verify flowability. Test in accordance with ASTM D4832-88
<br />"Preparation and Testing ofSoil-Cement Slurry Test Cy|indem."
<br />TESTING AND ACCEPTANCE:
<br />Testing: Obtain samples and conduct tests in accordance with ACI 301 See 1.6.4.2. Additional samples may be required to obtain concrete strengths at
<br />alternate intervals than shown below.
<br />m Cuna4oy|indem8or28'daytestago.Tosticy|inderat7doya.test2oy|indomut28days.andhn|dioy|indarinnonomaforuooanthoEOR
<br />directs. After 56 days, unless notified by the EOR to the contrary, the reserve cylinder may be discarded without being tested for specimens
<br />meeting 28'daystrength requirements.
<br />Acceptance: Strength iosatisfactory when:
<br />m The averages ufall sets of3consecutive tests equal orexceed the opeoifiodstrength. Noindividual test falls below the specified strength by
<br />more than 500 psi. A "tesf' for acceptance is the average strength of the two cylinders tested at the specified testago.
<br />REFERENCE STANDARDS: Conform to:
<br />(1)ACI3O1"Standard Spedficatiunofor Structural Concrete."Sec 3"Reinforcement, and Reinforcement Supports.^
<br />(2) IBC Chapter iQ.Concrete.
<br />(3) ACI 3i8and AC|318l
<br />(4) ACI SP-66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement.`
<br />SUBMITTALS: Conform to ACI 301 See 3.1.1 "Submittals, data, and drawings." Submit placing drawings showing fabrication dimensions and locations
<br />for placement nfreinforcement and reinforcement supports.
<br />MATERIALS:
<br />Reinforcing Bars
<br />ASTMAG5, Grade 6ldeformed bars.
<br />Weldable Reinforcing Bars
<br />ASTMA706.Grade S0.deformed bars.
<br />Smooth Welded Wire Fabric
<br />ASTMAi85
<br />Bar Supports
<br />CRSI MSP-2.Chapter 3"Bar SuppoMa.^
<br />Tie Wire
<br />18.5gage urheavier, black annealed.
<br />FABRICATION: Conform to AC| 301. Soo322
<br />"Fabrication," and AC| SP-80 'AC| Detailing Manual."
<br />VyBIXNG: Bars shall not be welded unless
<br />authorized. When authorized, conform to ACI 301, See 3.2.2.2. "We|ding''and provide ASTIMA7U8.Grade
<br />80minfonmmanL ^
<br />PLACING: Conform to ACI 30i.See 3�"Placement." Placing tolerances shall conform to See 3.321�rances."
<br />CONCRETE COVER: Conform to the following cover requirements from ACI30.Table 112�
<br />Concrete cast against earth 3"
<br />Concrete exposed to earth or weather (#5 & smaller) 1-1/2"
<br />SPLICES & DEVELOPMENTLENGTH: Conform to ACI 30i.Sec 3.32IRefer to Lap Splice & Development Schedule for 3000 psi concrete below.
<br />Lap all continuous reinforcement and corner bars per Schedule. The splices and development lengths indicated onindividual sheets control over the
<br />schedule. Use Class Bsplices unless otherwise noted. Mechanical connections may beused when approved bythe EOR.
<br />LAP & DEVELOPMENT SCHEDULE (Concrete strength fn=3OOO)
<br />Bar Designation Lap Length, Ls Development Leng
<br />#4 32" 24"
<br />WWF 8"onall sides and edges
<br />WELDING: Conform to AWS DIA. Welders shall be certified in accordance with AWS and WABO requirements. Use E70 electrodes of type required for
<br />materials to be welded.
<br />Conform toAISC Specification See M2 "Fabrication.^AISCCode See 8"Fabrication and Delivery" and AISCCode See
<br />"Quality Cunbn.^The fabricator and erector shall maintain aquality control program Nthe extent deemed necessary uothat all ofthe work iaperformed
<br />inaccordance with this Code, the A|SCSpecification, contract documents, and project specifications.
<br />SHOP PAINTING: Conform to AISC 360,AISC Specification See M3, and AISCCode See �Do not paint steel to be embedded in concrete,
<br />fireproofed, orconcealed bythe interior building finish. All other interior steel shall bnpainted with one coat ufgrey shop primer. All exposed exterior
<br />steel shall bepainted with anexterior multi -coat system as per the Architect or project specifications or galvanized per section below. Field touch-up
<br />painting shall bewith primer for exposed interior surfaces and aoper the Architect orproject opeoifiooLionofor exposed exterior surfaces.
<br />GALVANIZING: Where required, all exposed steel outside the building envelope shall be hot -dipped galvanized. Apply field touch-ups per project
<br />specifications.
<br />REFERENCE STANDARDS: Conform to:
<br />(1) AAASM35and part 1Aand IBof"The Aluminum Design Manua.^
<br />(2) "Aluminum Standards and Data.^
<br />MATERIALS:
<br />Extruded Shapes Aluminum Alloy 6OO5-T5
<br />Plates &Angles Aluminum Alloy GU61-T6
<br />Aluminum Bolts Aluminum Alloy 2O24T4Anodized
<br />Weld fi||orMaterials Aluminum Alloy 5356
<br />MISCELLANEOUS HARDWARE. (bo|ts.lag screws, nuts) shall be type 3041 or type 3161 stainless steel, and shall be isolated from contact with
<br />aluminum with non -conducting sleeves, coatings, or other approved mechanism.
<br />CONTACT: Aluminum surfaces incontact with dissimilar materials shall be provided with galvanic separation. All aluminum components in contact with
<br />concrete shall be coated with an asphalt -based epoxy, such as "hi -mil sher-tar epoxy" by Sherwin-Williams, or approved equal.
<br />WELDING: Conform toAVVSD12"Structural Welding Cndo.^Welders shall be certified in accordance with AWS requirements. When fillet weld size is
<br />not indicated, provide maximum weld size of the material thickness in accordance with the latestedition ofthe "Aluminum Design Manual" bythe
<br />aluminum association.
<br />REFERENCE STANDARDS: Conform to:
<br />(1) IBC Chapter 23"WOOD."
<br />(2) NDSand INQSSupplement ' "National Design Bpooifioadunfor Wood Cmnotruction.^
<br />ALTERNATES: Alternates for specified item may be submitted to the EOR for review. Contractor shall submit acurrent |CC'ESR/IAPMO-ERmpmf
<br />identifying that mnalternative component has the same orgreater load capacity than the specified item.
<br />IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the
<br />certifying agency.
<br />Sawn Lumber: Conform tograding rules of WWPA, WCU8 or0LGA.Finger jointed studs acceptable atinterior non-structural walls only.
<br />Member Use
<br />Size
<br />Species
<br />Grade
<br />Studs &Plates
<br />2x4,3:4,2x03x6
<br />HF
<br />Nu.2
<br />Posts
<br />4z4.4x6.4x8
<br />HF
<br />No.2
<br />Joists
<br />2x6-2x12
<br />DF
<br />No.2
<br />Beams
<br />4x8-4x12
<br />DF
<br />No.2
<br />Beams
<br />6x8-6x12
<br />DF
<br />No. 1
<br />Posts
<br />0x0.8x8
<br />DF
<br />No.1
<br />Wood Wood APA-rated structural
<br />sheathing includes: all veneer plywood, oriented strand board, wafudbuard.
<br />partideboard, TI-11
<br />siding, and composites
<br />of veneer and wood based material. Conform to Product Standards PS-1-Q5and PS-2-92ofthe U.S.Dept.
<br />ofCommerce and
<br />the American Plywood Association (APA)
<br />Minimum APA Rating
<br />Location
<br />Thickness
<br />Span Rating
<br />Plywood Gd
<br />Floor
<br />2382"T&G
<br />24QC
<br />Stund'|'F|oor 1
<br />Joist Hangers and Connectors: Simpson Strong -Tie Company Inc. amspecified intheir latest catalogs was used aothe basis ofdesign for this project.
<br />Alternate connectors by other manufacturers may be substituted provided they have current |CC-ESRNAPM[-BRapproval for equivalent orgreater load
<br />capacities and are reviewed and approved bythe E8Rprior bxordering. Connectors shall boinstalled per the manufacturer's instructions. Where
<br />connector straps connect two members, place 1/2 of the nails or bolts in each member. Nail straps to wood framing as late as possible in the framing
<br />process 0oallow the wood toshrink and the building bsettle.
<br />Nails and Conform to IBC See ��"Nails and ��Unless noted �plans, nail per IBC Table 2304.10.1. Unless noted otherwise all
<br />nails shall be common. Nail sizes specified on the drawings are based on the following specifications:
<br />*611%0011111120 W,
<br />Size
<br />Length
<br />Diameter
<br />8d
<br />24/2"
<br />0.131"
<br />10d
<br />3^
<br />0.148"
<br />10d
<br />3'1/2"
<br />0162"
<br />Lag Bolts/Thru-Bolts: Conform to ASTM A307. Provide plate washers under the heads and nuts of all bolts and lag screws bearing on wood.
<br />Engineered Wood Products (EWP): The following materiaiuare based unlumber manufactured byTrusJoist by Weyerhaeuser.TrusJoist by
<br />Weyerhaeuser was used as the basis of design for this project. Alternate products by other manufacturers may be substituted provided they have current
<br />iCC-ESR8APMC-ERapproval for equivalent or greater load and stiffness properties and are reviewed and approved by the EOR.
<br />a) Parallel Strand : Conform to|CCESReport No. ESR,1387.CCMCReport No. 11181-R.orNESReport No. NER4B1.Use
<br />22Eunless noted otherwise.
<br />NAILINGREQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.1 0.1 "Fastening Schedule" except as noted on the drawings.
<br />Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing.
<br />MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of19% except for the pressure -treated wood sill plate
<br />PRESERVATIVE TREATMENT: Wood materials are required Nbe "treated wood" under certain conditions in accordance with IBC See 2304]2
<br />"Protection against decay and tennitem.^Conform tothe appropriate standards ofthe American Wood -Preservers Association LAVVPA for sawn lumber,
<br />glued laminated timber, round poles, wood piles, and marine piles. Follow American Lumber Standards Committee (ALSC)quality assurance
<br />procedures. Products shall bear the appropriate mark.
<br />METAL CONNECTORSIPT WOOD: All metal hardware and fasteners in contact with pressure treated lumber shall bostainless steel Type 318LAt the
<br />Owner's risk and discretion, hot -dipped galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steelprovided that the
<br />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
<br />and moisture exposure for appropriate use based on the method of preservative treatment of the wood.
<br />These guidelines outline provide general recommendations for the repair of untreated structural wood frame members that have limited wood decay and
<br />deterioration due to water infiltration.
<br />Temporary Shoring: Any structural framing that is unstable or suspect of collapse shall be shored immediately. Safety of the occupants are first priority
<br />onthe project site. The contractor is responsible for all temporary shoring ofthe structure.
<br />Determine the magnitude nfdecay that penetrates into the structural framing members using a small flathead screwdrivermanawl moatest probe.
<br />Expose the wood rot and decay 0o the fullest extent possible. Structurally competent wood should be resistant to the insertion of the tool.
<br />Remove all decay from the wood framing or structural member
<br />Wood Treatment: All structural framing that has had decay removed or has been exposed to significant moisture (with emoisture content above19%) or
<br />iscurrently wet should botreated for both 1.one-time surface growth cleaner and 2. to limit future growth. Agood surface treatment cleaner tokill
<br />surface growth should include a 50150 water/bleach mixture that is spray or roller applied. Asecond treatment for ulonger-term fungicide and growth
<br />inhibitor should then boapplied. A wood preservative treatment such as the Woodlife Coppercoat should be generously applied by brush or roller in
<br />accordance with the recommendations ofthe manufacturer.
<br />Surface Growth: Framing members that have not experienced decay and are structural competent based upon test probing, but exhibit surface growth
<br />may remain inplace provided that the mold is removed through chemical treatment.
<br />Replacement: Framing members that require removal and replacement based on the criteria below shall be replaced with new wood framing per the
<br />WOOD FRAMING section ofthe General Structural Notes. Framing with exterior exposure and/or in contact with concrete shall be pressure -treated. All
<br />metal hardware and fasteners in contact with pressure treated lumber be stainless steel Type 316L. A1the Owners risk and discretion, hot -dipped
<br />galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel provided that the finish has a minimum zinc content of at
<br />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
<br />use based onthe method nfpreservative treatment ofthe wood.
<br />Special Conditions: Where questions arise regarding the extent of deterioration mthe mitigation, the structuralBOR will make the final determination.
<br />For unique conditions and areas ofsignificant deterioration the otruc:tum|BJR isk/b*contacted hoassist ingenerating detailed recommendations.
<br />NEW SLAB/ EXISTING SLAB/
<br />FOUNDATION '7FOUNDATION
<br />(E) SLAB -ON -GRAD[
<br />TO REMAIN
<br />/A v
<br />�
<br />`
<br />Proiect and Framina Specific Recommendations
<br />Studs
<br />Minor deterioration on the surface of the stud (up to 3/16" deep) will require removal of the surface rot through omechanical effort treated with an
<br />appropriate fungicide and with a wood preservative. The addition of a matching stud nailed alongside (sistered) with I Od (O. I 48"-dia meter x 3"-Iong)
<br />common nails @ 12" oc. may be necessary to achieve a plumb surface for proper nailing of sheathing and wallboard.
<br />Significant deterioratito the stud (more than 3116" deep by up to one -quarter of its length) requires sistering or the removal and replacement of the
<br />deteriorated stud. Ali abutting framing, whether wet or not is to be treated with an approved wood preservative. Ali studs with signifioenLdeterioration mt
<br />ho|dommumust tobaaddressed bythe structural E0Ronenaae'by-osoebasis.
<br />Top and Bottom Plates
<br />Replace all plates at bearing walls and/or shearwalls which show signs of deterioration with new material. All framing lumber in contact with concrete
<br />shall b*replaced with treated framing with anapproved wood preservative. The degree ufvisible deterioration alone should not determine whethora
<br />plate is to be replaced since the plate can trap water between surfaces where it is not readily visible. Ifdecay iosuspected, subsurface explorations
<br />should beperformed, orthe plate should boremoved and replaced.
<br />Splice Sill platesbo concretebybutting members together and strapping across the joint with aSimpson LSTA2 strap. Provide ominimum oftwo 5/8^
<br />diameter anchor bolts ineach section ofthe bottom plate. Provide one bolt within 12" of each end of the sill plate and provide a maximum bolt spacing
<br />u[48^uncenter. . An acceptable retrofit anchor bolt is a 5/8'-diameter x 8"-Iong Simpson TITEN HD with a 3x3 plate washer. Site specific conditions
<br />should bereviewed bythe structural EOR.
<br />Top and Bottom Plates at shearwalls that are replaced are to be strapped to adjacent plates with a minimum Simpson LSTA24. Stagger the splice
<br />location of the double top plates. New sections of top and bottom plates should be plate nailed to the rim joist with 16d (0J61"-diameterx3.5"-Iong)
<br />nails at 4" (minimum, or to match existing) on center. Site specific conditions should be reviewed by the structural EOR.
<br />Perimeter Headers and Rim Joists
<br />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
<br />material with a fungicide, an approved wood preservative and infilling the voids as required.
<br />Significant deterioration to the rim joist or header (more than 3/16" into any surface) requires removal and replacement of the deteriorated member.
<br />Refer tothe structural plan for replacement members. Consult the structural E0Rfor specific cases with limited area. All abutting framing, whether wet
<br />mnot iotobetreated with anapproved wood preservative. New section of rim joist should be plate nailed to the at the top and bottom plates with 16d
<br />(01G1'''diumoterx3.5"'|ong)nails at4^(minimum,urtomatch existing) oncenter.
<br />Solid Sawn Floor Joists and Beams
<br />Minor deterioration on the surface of the joist or beam (up to 3/16" deep) will require removal of the deteriorated portions, treating the retained material
<br />with a fungicide, an approved wood preservative and infilling the voids as required.
<br />Si nificantdeterioration to the joist or beam (more than 3/16" into any surface) requires removal and replacement of the deteriorated member. Ra8yrto
<br />the struc:ura|plan for replacement members. Consult the structural EORfor apeoifiocases with limited area. All abutting framing, whether wet ornot ie
<br />tnbotreated with anapproved wood preservative.
<br />Plywood FlRoof,
<br />Deteriorated Floor and Roof Sheathing shall be removed and replaced in minimum 4'ftx44tsections. Provide blocking at new sheathing adgeu, and nail
<br />both new and existing sheathing tuthe blocking. Nail sheathing with 8d(D.121^-diameterx2.5^'|ong)nails at6^uncenter aLall edges and 12^oncenter
<br />otfield framing,
<br />Deterioratedshall beremoved and replaced inminimum 4-ftx4-ftsections. The new and existing sheathing shall bonailed tunew
<br />blocking atall panel edges tumatch the stud depth atthe sheathing edges. Nail plywood sheathing with 1Od(O.148''-diametarx3'''bng)common
<br />ohearwa||sheathing nails, tomatch existing nail size and spacing. Where sheathing edge nail spacing cannot be determined from existing drawings or
<br />existing conditions, use at minimum I Od common nails at 3" on center for floors I and 2, and I Od common nails at 4" on center for floors 3 and 4.
<br />DENSGLASINSTALLATDN
<br />a Maximum framing spacing 24"oo
<br />a Minimum 2xframing
<br />m May boinstalled parallel orperpendicular to the studs
<br />e Fastener spacing 4^ooatpanel edges and 8^ouinfield.
<br />a Nails: 8dcooler nails (O.O02^diameter x 1-70^ long with 1/4" head)
<br />0 Fasteners shall badriven flush with the panel surface (not countersunk) and into the framing system.
<br />e Locate fasteners aileast 30''from the ends and edges ofthe sheathing.
<br />9 Install sheathing with end joints staggered when installing panels horizontally.
<br />a Ends and edges nfthe sheathing should fit tightly.
<br />#4 x 26^ @ 15^OC W/
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