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BUILDING CODE & REFERENCE STANDARDS: The "International Building Code" (I8C),2O15Edition, omadopted and modified bythe City nfEverett,
<br />Washington, governs the design and construction nfthis project. Reference toaspecific section inthe Code does not relieve the contractor from
<br />compliance with the entire materials reference standards noted below. The latest edition ofthe materials reference standards shall baused.
<br />SCOPE OFSTRUCTURAL WORK: The structural scope of work involves the repair to structural damages in existing entry and egress stair structures at
<br />aseries m[apartment buildings.
<br />DEFINITIONS: The following definitions apply tothese general notes:
<br />* "Structural Engineer of Record" (EOR)-The Structural Engineer who islegally responsible for stamping & signing the structural documents
<br />for the project. The EOR is responsible for the design of the aspects of the Primary Structural System impacted by this project.
<br />° "Specialty Structural Engineer" (SSE) - A licensed professional Engineer, not the FOR, who performs specialty structural engineering
<br />services necessary to complete 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 bestamped and signed bythe SSE. Documents stamped and signed bythe SSE shall becompleted byorunder 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 ioengineering work tobedmoigned'by-othersnrbiddopdeaigned.
<br />NOTE PRIORITIES: Notes on the individual drawings shall govern over these general notes.
<br />Refer to these notes, structural drawings, and architectural drawings which serve as specifications for this project.
<br />STRUCTURAL DETAILS: The structural drawings are intended hoshow the general character and extent ofthe project and are not intended toshow all
<br />details nfthe 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, finishes and other nonstructural items.
<br />STRUCTURAL RESPONSIBILITIES: The EOR is responsible for the strength and stability of the Primary Structure in its completed stake.
<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 />shoring, bracing and other elements required to maintain stability until the structure is completed. It is the contractor's responsibility to be familiar with the
<br />work required inthe construction documents and the requirements for executing iiproperly.
<br />DISCREPANCIES: 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 babrought tothe attention ufthe EORbefore 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 />VERIFICATION:SITE 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 FOR before proceeding with the work. All underground utilities shall be
<br />determined bythe Contractor prior 0oexcavation ordrilling.
<br />ADJACENT UTILITIES: The contractor shall determine the locations of all adjacent underground utilities prior to excavation. Any utility information
<br />shown on the drawings and details is approximate and not necessarily complete.
<br />DESIGN CRITERIA
<br />CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads mthe capacity of the partially completed
<br />ounstmuWm.
<br />Floor Total Load Deflection Limit: L/240
<br />Floor Live load Deflection Limit: U560
<br />LIVE LOADS:
<br />Stairs &Landings 100PSFOR300#(4"x4"S&R)
<br />Balcony Railing & Guardrails (Cnmmorcia|) 5UPLFOR2O0#(TOP RAIL)
<br />Balcony Railings & Guardrails (Compnnents) 30PSF(12^)(12''SORj(1)
<br />(1) Component reactions need not becombined with top rail loadings.
<br />SUBMITTALS: Shop Drawings shall be submitted to the Architect/EOR prior to any fab6cationmconstruction 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 by the EOR. Additional submittals required for this project are specified in the specific sections below. Reference the individual material
<br />section for specific information h/boincluded 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 ArchitecVEOR is 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 by the General Contractor. Markings or comments shall not be construed as
<br />relieving the contractor from compliance with the project plans and specifications, departures1honefrn therefrom. The remains responsible for
<br />details and accuracy; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; 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 bedesigned and stamped bythe responsible SSE. Allow one week for EORreview time.
<br />DEFERRED SUBMITTALS: Per IBC Section 107.3.4.1, drawings, calculations, and product data for the design and fabrication of items that are
<br />clesigned-byothers shall bear the sea] and signature of the Washington State Registered Professional Engineer (SSE) who is responsible for the design
<br />and shall be submitted to the Architect/EOR 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 shaUbefumimhodandinsto||edpormanutsdum/minstmdionaorthoSSE'sdmoiQn
<br />drawings and calculations. Submitted drawings shall indicate all reaction forces imparted to the primary structure. Submitted calculations are furnursory
<br />review only and will generally not h*returned, Deferred submittals include but are not limited hothe following:
<br />Handrails &Guardrails
<br />NON-STRUCTURAL COMPONENTS: 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 forces. 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 &|NSPECT|tJNS
<br />INSPECTIONS: All construction iasubject to inspection by the Building Official in accordance with IBC See 110. The contractor shall coordinate all
<br />required inspections with the Building Official. Submit copies ufall inspection reports bothe AmhitedUEORfor review. The Building Offioia|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 />Official bouse the third -party inspection agency and contractor shall alert the Amhiteot/EOReosuch.
<br />PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform tothe inspection requirements of the same material mconstruction
<br />type used for this project.
<br />STRUCTURAL OBSERVATIONS: VYhonmquimdbythepmvuionoofSoction17O4.O.1m1704.G1theOwua/urthe0wnohyuuthuhzadagontuhd|
<br />employ the FOR to perform structural observations. Structural observations do not include or waive the responsibility for the inspections in Section 110
<br />urthe special inspections inSection 1785orother sections inthe code.
<br />The following structural observations are required to be completed by the EOR during construction. The EORioVobonotified when elements listed
<br />below are substantially complete and ready for observation. Contact the EORaminimum uf(2)business days prior &ocovering the work.
<br />0 Substantial completion dFloor Framing Repairs
<br />STRUCTURALSTEEL
<br />DESIGN STANDARDS: Structural steel for this project is designed in accordance with the latest edition u/the A0CSteel Construction Manual
<br />REFERENCE DARDS: Conform to:
<br />(1) A|SC"Code nfStandard Practice for Steel Buildings &BhdQea.^
<br />(2) RCSC"Specification for Structural Joints using A8TMA325orA48OBo|ts.^
<br />(3) AWGD11"Structural Welding Code 'Steei"
<br />(1) Submit shop drawings in accordance with AISC Specification See M1 "Shop and Erection Drawings."
<br />Bars &Plates ASTMA38.Fy=38koi
<br />CAST -IN -PLACE CONCRETE
<br />REFERENCE STANDARDS: Conforms dothe latest editions o[the following:
<br />(i) AC|3i8"Building Code Requirements for Structural Concrete and Cummentary".
<br />(2) IBC Chapter 19.
<br />FIELD REFERENCE: The contractor shall keep ocopy of AC|Field Reference manual.SP-15, "Standard Specifications for Structural Concrete (ACI
<br />3O1)with Selected AC and ASTMRufemncen."
<br />CONCRETE MIXTURES: Conform 0oAC|310Chapter iQ^Cunumte:Design and Durability Requimments.^
<br />MATERIALS: Conform b»AC|318Chapters 1O&2O.
<br />SUBMITTALS: Provide all submittals required byAC|3U1 See 4.1.2.Submit mix designs for each mix inthe table below.
<br />TABLE OF MIX DESIGN REQUIREMENTS
<br />Member Strength Test Age Maximum Exposure Max Minimum
<br />C| M ation VV8C Ratio Air Content
<br />"Porches, carports, steps exposed to 3000 28 ill F3, C2 0.40 4.5%
<br />Weather & garage slabs nngrade
<br />Fnundationn-remidondo|foohnQo 3500 28 i^ F1.CO 030 4.5%
<br />& stem walls below grade
<br />NOTES:MIX DESIGN
<br />(1) VNCRatio: VVeter-uamantitiouamaterial ratios shall bebased unthe total weight ufoonmnbtiuummaterials. Ratios not shown in the table above
<br />are controlled bystrength requirements.
<br />(2) ComenddouoContent The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 See 4.2.2 9b. 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 CO unless noted otherwise. Tolerance is +/- 1.5%. Air content shall be measured at point of placement.
<br />(4) Exposure C|uuoifimdion:The mix design provided shall meet the requirements nfAC|31DChapter 1Q.based unthe 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" +/- 11". For additional criteria,
<br />reference AC|301 Soo422.2.
<br />FORMWORK Conform hoAC|3O1 See 2 "Formwork and Form Accessories." Removal of Forms shall conform to See 2.3.2 except strength indicated in
<br />See 2.32.5shall beOJ5yo.
<br />MEASURING, MIXING, AND DELIVERY: Conform boAC|301See 4�.
<br />PLACING, OS UCT|N8ANDCUR|NG:Conform0oAC|3O1Sec5.
<br />CONSTRUCTION JOINTS: Conform boAC|3UiSee 222.5.5]2.3a.522].and 6.32G.Construction joints shall bolocated and detailed aoonthe
<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 befor
<br />placing �� Contractor e|o�huu| plumbing, anda�hi�d�m|dmwingoandcoo�ino0ea||o�horombodd�di�mm
<br />. o gcono � . . . .
<br />GROUT: Consult Simpson Strong -Tie Catalog for description of grouts 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 AGNT:UoaMoNerBui|domConceoiwaLiquid(LPL).App|yinammrdanoewithmonufoctum/ainotruudone.
<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 test to verify flowability. Test in accordance with ASTM D4832-88
<br />"Preparation and Testing nfSoil-Cement Slurry Test Cylinders."
<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 />� Cure 4 cylinders for 28-day test age. Test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the EOR
<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-doystrength requirements.
<br />Acceptance: Strength imsatisfactory when:
<br />m The averages of all sets of 3 consecutive tests equal or exceed the specified strength. No individual testfalls 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 testage.
<br />CONCRETE REINFORCEMENT
<br />REFERENCE STANDARDS: Conform to:
<br />(i) ACI 301 "Standard Specifications for Structural Concrete."Sec 3" Reinforcement, and Reinforcement Supports."
<br />(2) IBC Chapter 1O.Concrete.
<br />(3) AC|318and AC 310l
<br />WQ 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 o[reinforcement and reinforcement supports.
<br />Reinforcing Bars ASTMA815.Grade GO.deformed bars.
<br />Weldable Reinforcing Bars ASTMA708.Grade 8O.deformed bars.
<br />Smooth Welded Wire Fabric ASTMAi85
<br />Bar Supports CRG|MSP-2.Chapter 3"Bar SuppoMa."
<br />Tie Wire 18.5gage urheavier, black annealed.
<br />FABRICATION: Conform 8oAC|3O1.See 312^Fabrimahnn.^and AC|SP'8G"AC|Detailing Munuo|."
<br />WELDING: Bars shall not bawelded unless authorized. When authorized, conform toAC|301.See 3212. "WeNing^and provide ASTNA70G.Grade
<br />80minbnmment.
<br />PLACING: Conform toAC|381.See 3.32^P|ooemani''Placing tolerances shall conform hoSee 3.311'7u|emnmao.^
<br />COVER:CONCRETE Conform 0xthe following cover requirements from AC|3O1.Table 3.32.3.
<br />Concrete cast against earth J''
<br />Concrete exposed toearth orweather (#5&smaller) 1'1/2"
<br />SPLICES & DEVELOPMENT LENGTH: Conform toAO301.See �3.2IRefer to Lap Splice & Development Schedule fox3000 psi concrete below
<br />Lap all continuous reinforcement and corner bars per Schedule. The splices and development lengths indicated unindividual sheets control over the
<br />schedule. Use Class 8splices unless otherwise noted. Mechanical connections may be used when approved by the EOR.
<br />LAP & DEVELOPMENT SCHEDULE (Concrete strength fo=3OOO)
<br />Bar Designation Lan Lencith, Ls Development Length, Ld
<br />#4 32" 24"
<br />WWF 8" on all sides and edges
<br />WELDING: Conform kuAWSD11Welders shall be certified in accordance with AWS and WABO requirements. Use E70 electrodes of type required for
<br />materials to be welded.
<br />Conform to AISC Specification See M2 "Fabrication.^AISCCode See 6 "Fabrication and Delivery" and AISCCode See
<br />"Quality Control." The fabricator and erector shall maintain mquality control program Nthe extent deemed necessary so that all of the work is performed
<br />inaccordance with this Code, the AISC Specification, contract documents, and project specifications.
<br />SHOP PAINTING: Conform toAISC 360,AISC Specification Sec M3, and AISCCode See �Do not paint steel to be embedded in concrete,
<br />fireproofed, mconcealed bythe interior building finish. All other interior steel shall bopainted with one coat ofgrey shop primer. All exposed exterior
<br />steel shall be painted with an exterior multi -coat system as per the Architect or project specifications or galvanized per section below.Field touch-up
<br />painting shall bawith primer for exposed interior surfaces and as per the Architect or project specifications for 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 />ALUMINUM FRAMING
<br />REFERENCE STANDARDS: Conform to:
<br />(1) AAASM26and part 1Aand 1Buf"The Aluminum Design Manual.^
<br />(2) "Aluminum Standards and Duta."
<br />MATERIALS:
<br />Extruded Shapes Aluminum Alloy G0U5-T5
<br />Plates &Angles Aluminum Alloy 0001-T6
<br />Aluminum Bolts Aluminum Alloy 2O24T4Anodized
<br />Weld filler Materials Aluminum Alloy 535O
<br />MISCELLANEOUS RE (bolts, 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 in contact 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" byBhenwin-WiUiama.urapproved equal.
<br />WELDING: Conform to AWS D1.2 'Structural Welding Code." 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 latest edition of the "Aluminum Design Manual" by the
<br />aluminum association.
<br />WOOD FRAMING
<br />REFERENCE STANDARDS: Conform to:
<br />(1) IBC Chapter 23"W0UD�^
<br />(2) NDSand WUSSupplement ' "National Design SpecifiouUunfor Wood ConuhuoUon.^
<br />ALTERNATES: Alternates for specified item may bosubmitted to the FOR for review. Contractor shall submit ocurrent |CC-E3R/IA M0-ERmpurt
<br />identifying that an alternative component has the same or greater load capacity than the specified item.
<br />IDENTIFICATION: All sawn lumber and pro -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 to grading rules of WWPA,WCLIB'mNLGA. Finger jointed studs acceptable at interior non-structural walls only.
<br />Member Use Size Species Grade
<br />Studs &Plates 2x4.3x4.2x6.3x8 HE No.2
<br />Posts 4x4.4x8'4x8 HE No.2
<br />Joists 2m8-2x12 DF Nn.2
<br />Beams 4x8-4x12 DF No.2
<br />8ouma 8x8-6x12 DF No. 1
<br />Posts 8x8.8x8 DF Nu.i
<br />Wood Structural Sheathing (PI)Tood): Wood APA rated structural sheathing includes: all veneer plywood, oriented strand board, waferboard,
<br />particleboard, T1-11siding, ondmompoeihenofvonoorundwuodbmuedmatehoiConfbnnboPmduct8tandmrduPS4-06ondPS-2-82ufiheU.G.Dapt.
<br />ufCommerce and the American Plywood Association (APA)
<br />ExposureMinimum APA Rating
<br />Floor 23/32''T&G 24OC 0und'|'F|nor 1
<br />Walls 15/32 32/18 (-D 1
<br />Joist Hangers and Connectors: Simpson Strong -Tie Company Inc. auspecified intheir latest catalogs was used umthe basis o[design for this project.
<br />Alternate connectors byother manufacturers may bosubstituted provided they have current |CC-EBRIIAPMC-ERapproval for equivalent orgreater load
<br />capacities and are reviewed and approved by the EOR prior to ordering. Connectors shall be installed 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 toallow the wood 0ushrink and the building bosettle.
<br />Nails and Staples: Conform boIBC See 23O3.8"Nails and Stup|no.^Unless noted onplans, nail per IBC Table %3O4.iO.1.Unless noted otherwise all
<br />nails shall be common. Nail sizes specified on the drawings are based on the following specifications:
<br />COMMON NAILS
<br />Size Length Diameter
<br />8d 2-1/2" 8131"
<br />10d 3" 0j48^
<br />18d 34/2" 0.162"
<br />18dSinker 3'114' 8148^
<br />Lag Boits/Thru-Bolts: Conform toASTMA307. Provide plate washers under the heads and nuts of all bolts and lag screws bearing on wood.
<br />Engineered Wood Products (EWP): The following materials are based umlumber manufactured byTmo oistbyVVoyorhneumor.TmoJoistby
<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-ESR/IAPMO-ER approval for equivalent or greater load and stiffness properties and are reviewed and approved by the EOR�
<br />a)Parallel : Conform to]CC ESReport No. EG0'1387.CCMCReport No. 111Gi-R.nrNESReport No. NER481.Use
<br />2.2E unless noted otherwise.
<br />NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.10.1 "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 of 19% except for the pressure -treated wood sill plate.
<br />PRESERVATIVE TREATMENT: Wood materials are required to be "treated wood" under certain conditions in accordance with IBC Sec 2304.12
<br />"Protection against decay and termites." Conform to the appropriate standards of the American Wood -Preservers Association (AWPA) 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 CONNECTORS/PT WOOD: All metal hardware and fasteners in contact with pressure treated lumber shall be stainless steel Type 316L. At the
<br />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 />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 0owater infiltration.
<br />Temporary Shoring: Any structural framing that isunstable orsuspect ofcollapse shall boshored immediately. Safety ofthe occupants are first priority
<br />onthe project site. The contractor iuresponsible for all temporary shoring ufthe structure.
<br />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 rot and decay to the fullest extent possible. Structurally competent wood should be resistant to the insertion of the tool-
<br />RemoveaUdaoayfrnmthawmodhnmingnrobmdum|member.
<br />yymxd Treatment: All structural framing that has had decay removed or has been exposed to significant moisture (with a moisture content above 19%) or
<br />ixounandywet should hatreated for both 1.one-time surface growth cleaner and 2.iolimit future growth. Agood surface treatment cleaner Vokill
<br />surface growth should include a 50/50 wateribleach mixture that is spray or roller applied. Asecond treatment for alonger-term fungicide and growth
<br />inhibitor should then beapplied. A wood preservative treatment such as the Woodlife Coppercoat should be generously applied by brush or roller in
<br />accordance with the recommendations o/the 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 in place 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 andlor 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 Owner's 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 ufpreservative treatment ofthe wood.
<br />Special Cddiunu:VVhamquestionauhummgardingthao*ten1ofdetehomUonurthomiUya\ion.theotmctum|E8Rwi||mokethefina|determinoUon.
<br />For unique conditions and areas of significant deterioration the structural EOR is to be contacted to assist in generating detailed recommendations.
<br />Project and Framing 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 a mechanical effort treated with an
<br />appropriate fungicide and with a wood preservative. The addition of a matching stud nailed alongside (sistered) with 1 Od (0.148"-diameter 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 deterioration to the stud (more than 3/16" deep by up to one -quarter of its length) requires sistering or the removal and replacement ofthe
<br />deteriorated stud. All abutting framing, whether wet or not is to be treated with an approved wood preservative. All studs with significant deterioration at
<br />ho|duwnomust hobeaddressed bythe structural EO8onooase'by-naoebasis.
<br />Top d 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 boreplaced with treated framing with onapproved wood preservative. The degree ofvisible deterioration alone should not determine whether e
<br />plate is to be replaced since the plate can trap water between surfaces where it is not readily visible. If decay is suspected, subsurface explorations
<br />should beperformed, orthe plate should heremoved and replaced.
<br />Splice Sill plates to concrete by butting members together and strapping across the joint with a Simpson LSTA-94 strap. Provide a minimum of two 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 />of48''oncenter. . Anacceptable retrofit anchor bolt ioo50^'diametarx8^-|nogSimpson T|TEMHDwith a3x3plate washer. Site apeoifiuconditions
<br />should boreviewed bythe structural EOR.
<br />that are replaced are to be strapped to adjacent plates with a minimum Simpson LSTA24. Stagger the splice
<br />kmai'cr nfthe 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)
<br />nails at4^(ninhnum.ortomatch existing) oncenter. Site specific conditions should hareviewed bythe structural B]R-
<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 Nthe structural plan for replacement members. Consult the structural EORfor specific cases with limited area. All abutting framing, whether wet
<br />or not is to be treated with an approved wood preservative. New section of rim joist should be plate nailed to the at the top and bottom plates with 16d
<br />(0jGf'-dimmeterx3.6^'|ong)nails ei4^(minimum.or\umatch existing) oncenter.
<br />Solid Sawn Floor Joists and Beams
<br />Minor nnthe surface ofthe joist orbeam (up to3/iG^deep) will require removal ofthe deteriorated portions, treating the retained material
<br />with a fungicide, an approved wood preservative and infilling the voids as required.
<br />Significant deterioration to the joist or beam (more than 3/16" into any surface) requires removal and replacement of the deteriorated member. Referto
<br />the structural plan for replacement members. Consult the structural FOR for specific cases with limited area. All abutting framing, whether wet or not is
<br />hobetreated with anapproved wood preservative.
<br />Deteriorated Fland Roof Sheathing shall be removed and replaced in minimum 4-ft x 4-ft sections, Provide blocking at new sheathing edges, and nail
<br />both new and existing sheathing tothe blocking. Nail sheathing with 8d (OA 31 "-diameter x 2.5"-Iong) nails at 6" on center at all edges and 12" on center
<br />atfield framing.
<br />Deteriorated Wall Shathin shall beremoved and replaced inminimum 4-ftx44tsections. The new and existing sheathing shall benailed konew
<br />blocking atall panel edges tomatch the stud depth atthe sheathing edges. Nail plywood sheathing with 1Ud(U.148''-diameterx3^'|ong)common
<br />shaurwaHsheathing 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 10d common nails at 3" on center for floors I and 2, and 10d common nails at 4" on center for floors 3 and 4.
<br />DENSGLAS INSTALLATION
<br />° Maximum framing spacing 24^uo
<br />m Minimum 2xframing
<br />w May boinstalled parallel orperpendicular tothe studs
<br />m Fastener spacing 4^0001panel edges and 8^ooinfield.
<br />° Nails: 8dcooler nails (0.8O2^diameter x1-70^long with i/4^head)
<br />• Fasteners shall bodriven flush with the panel surface (not countersunk) and into the framing system.
<br />m Locate fasteners mtleast 3/8^from the ends and edges ofthe sheathing.
<br />w Install sheathing with end joints staggered when installing panels horizontally.
<br />m Ends and edges x[the sheathing should fit tightly.
<br />#4 x 26^ 8D 16^OC WV
<br />EMBED INTO ([) CUNC SLAB W/
<br />/Nl 41/^ SLAB -ON -GRADE
<br />W/ 6x6 - W14xW1.4 WWF
<br />LSUAB
<br />(MATCH EXIST)
<br />«4 x 261 DOWEL WV 4^ EMBED INTO
<br />ff
<br />(F) FOUNDATION W/ EPDXY @ 18^OC
<br />(E) SLAB -ON -GRADE
<br />TO REMAIN
<br />4^ EMBED
<br />um/x
<br />NEW S)LAB/ , EXISTING SLAB/
<br />FOUNDATION FOUNDATION
<br />°
<br />4^
<br />EMBED
<br />^
<br />(E) SLAB -ON -GRADE
<br />WHERE OCCURS
<br />/E\ STEM WALL & FOOTING
<br />
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