HomeMy WebLinkAboutStructural Reinforcement for PergolaFUTURE PATIOENCLOSURE124E2000 SWIM SPAFUTURE PATIOENCLOSURE124E2000 SWIM SPAFUTURE PATIOENCLOSURE124E2000 SWIM SPAMcCOMASENGINEERINGStruc
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rs www.mccomaseng.com317-580-0402Carmel, Indiana 460321717 East 116th Street, Suite 200Project No: MEI 18203Sheet Number:Sheet Title:Project Number:CERTIFIED BY:----Date:10/15/2018Issue:------CLAY TOWNSHIP - HAMILTON COUNTY
UNIT 701 REMODEL - BUILDING "A"
CARMEL, INDIANA 46032UNIT 701FRAMING PLANS
010000GENERAL NOTESG1.Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads.G2.If Drawings and specifications are in conflict, the most stringent restrictions and requirements shallgovern. Contractor shall bring all discrepancies to the attention of the engineer immediately.G3.Verify all existing conditions prior to any construction or fabrication. If different than shown, notifyengineer/architect immediately for modification of drawings.G4.All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural,mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, allrequired materials and work may not be indicated. It is the contractor's responsibility to coordinate thesedrawings with all other construction documents. Refer to architectural drawings for all dimensions notshown on these drawings. Locations, sizes and numbers of all openings may not be completely indicatedin the structural drawings. The respective contractor shall verify their work with all other disciplines.G5.The contract documents represent the structure only. They do not indicate the method of construction.The contractor shall provide all measures necessary to protect the structure during construction. Suchmeasures shall include, but not limited to, bracing, shoring, underpinning, etc. the Engineer of Record isnot responsible for the contractor's means, methods, techniques, sequences or safety procedures duringconstruction.G6.Notes and details shall take precedence over general structural notes. Where no details or sections areshown, construction shall conform to similar work on the project. Typical sections and details may not becut on the plans, but apply unless noted otherwise.G7.Provisions for future expansion:Vertical:NoneHorizontal:None010002 EXISTING STRUCTUREES1.The actual existing structure configuration, member sizes, etc. has not been field verified.ES2.All existing structure indicated is for reference only.ES3.Field verify existing structure. If existing structure varies from configuration, sizes, etc. from drawings,notify engineer of record immediately.ES4.Existing structural information has been obtained from drawings prepared by _, dated _.014000DELEGATED DESIGN REQUIREMENTSSSE1.A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for thestructural design of the following products and systems complying with specific performance and designcriteria indicated.1.Steel Joists, joist girders, bridging and accessories.2.Structural Steel Connections, except as shown on drawings.AISC Option 2 (Detailer): Simple shear connections.AISC Option 3 (SSE): All other connections not shown.3.Cold-Formed Steel CFS trusses, CFS girders, CFS bracing and accessories.4.Cold-Formed Steel CFS wall studs, CFS floor joists and accessories.5.Sprinkler supports and required loading.017900STRUCTURAL DEMOLITION NOTESG1.All shoring shall be in place before demolition begins.G2.It is the Contractor's responsibility to select the appropriate shoring system for the loads and workindicated.G3.Reactions and forces indicated for shoring are actual, working loads.G4.If Drawings and specifications are in conflict, the most stringent restrictions and requirements shallgovern. Contractor shall bring all discrepancies to the attention of the engineer immediately.G5.Verify all existing conditions prior to any demolition, construction or fabrication. If different than shown,notify engineer/architect immediately for modification of drawings.G6.All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural,mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, allrequired materials and work may not be indicated. It is the contractor's responsibility to coordinate thesedrawings with all other construction documents. Refer to architectural drawings for all dimensions notshown on these drawings. Locations, sizes and numbers of all openings may not be completely indicatedin the structural drawings, the respective contractor shall verify their work with all other disciplines.G7.The contract documents represent the structure only. They do not indicate the method of demolition,shoring or construction. The contractor shall provide all measures necessary to protect the structureduring demolition and construction. The Engineer of Record is not responsible for the contractor's means,methods, techniques, sequences or safety procedures during construction.051200STRUCTURAL STEEL NOTESSS1.All structural steel shall conform to the following:W ShapesASTM A992, Grade 50.Angles, Channels, Plates, BarsASTM A36 (Fy=36 ksi)HSS TubesASTM A500, Grade B (Fy=46 ksi)HSS PipesASTM A500, Grade B (Fy=42 ksi)Anchor RodsASTM F1554, Grade 36SS2.All steel shall be detailed, fabricated and erected in accordance with:AISC 360 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD)AISC 303 "Code of Standard Practice"SS3.If beam reaction is not indicated, design connection for minimum 10 k reaction.SS4All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unlessotherwise noted. All connections shall be shear bearing connections tightened to snug-tight condition,unless otherwise noted.SS5.All shop and field welds shall be made using E70 electrodes or equivalent.SS6.All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unlessnoted otherwise.SS7.Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceedingwith the fabrication and erection of any required frames.SS8.Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonrywalls, unless noted.SS9.Provide temporary bracing of the structure until all permanent lateral support is in place.SS10. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected tothe supporting steel before temporary, erection bracing is removed.SS11.RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type,number, size, etc. Coordinate with drain contractor.054400COLD FORMED STEEL TRUSS NOTESMT1.All light gage, cold formed steel (CFS) members for trusses shall conform to the following: The entire CFStruss system shall be designed by a Specialty Structural Engineer with the following minimum sections:Web:Minimum 3-5/8", unpunchedFlange:Minimum 1-5/8" with 1/2" return lipGauge:Minimum 16 gageMT2.All cold formed steel members shall conform to ASTM A653, Grade 50, Class 1 or 2, G90 galvanized.MT3.All steel studs shall meet the requirements of the latest AISI specification.MT4.Manufactured steel roof trusses and roof joists shall be designed for the following loads, in addition towind loading (see drawings for additional loads):Top Chord Dead30 psfBottom Chord Dead10 psfTop Chord Live25 psfNet Wind Uplift15 psfMT5.All connectors shall be manufactured by Simpson Strong-Tie Company, unless otherwise approved byMcComas Engineering. Use Simpson S/H1 Hurricane anchors on each end of trusses, unless noted.MT6.All exposed to view bolts, washers and nuts shall be galvanized steel.MT7. All trusses shall be spaced at24" o.c., unless noted otherwise.MT7.All standard, hip, valley, scissor, girder and other misc. trusses and supplemental roof framing not shown,shall be designed and provided by the truss manufacturer and contractor. Truss manufacturer andcontractor shall be responsible for the final truss layout, with the approval of McComas Engineering.MT8.All calculations and drawings shall be submitted to McComas Engineering for review and approval, aminimum of two weeks before beginning fabrication. Calculations and drawings are to be designed andstamped by an engineer registered in the state in which the project is to be constructed.MT9.Submittal drawings must show complete sections, details and plans for the completed building.053100STEEL DECK NOTESMD1.All metal deck material, fabrication and installation shall conform to Steel Deck Institute" SDISPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE",Current edition, unless noted.MD2.FASTENING DECK1.Roof deck shall be attached to support with #12 TEK screw, 36/4 pattern with (1) #10 TEK sidelapfastener unless otherwise shown in typical detail or indicated on drawings.MD3.Provide TS 2 1/2x 2 1/2x 1/8 deck support, field welded to joist or beam at all deck span changes.MD4.Provide L3x3x1/4 deck support at all columns where required, unless noted.MD5.Provide 20 gauge cover plate at all roof deck span changes.MD6.Provide L3x3x1/4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted.MD7.All deck shall be provided in a minimum of 3-span lengths where possible.033000CAST-IN-PLACE CONCRETE NOTESRC1.All concrete shall have the following 28 day compressive strengths:STRENGTHLOCATION3000 psi-0% AEAll foundations and footings4000 psi-6% AEExterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing4000 psi-0% AEInterior slabs, fill for metal deck and all other interior concreteRC2.All reinforcing shall conform to the following concrete cover:COVERLOCATION3"Foundations & Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench Footings: All surfaces; All concrete cast against soil2"Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete1 1/2"Interior beams & columns: All surfaces; All concrete not exposed to weather or in contact with ground3/4"Interior slabs, Walls & joistsRC3.Welded Wire Reinforcement (WWR) for slabs and fill for metal deck shall be placed in the upper-third ofthe slab or fill. See details.RC4.All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 andCRSI MSP-1.RC5.All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conformto ASTM A-615, Grade 60.RC6.Chamfer edges of exposed concrete 3/4", unless noted otherwise.RC7.Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each daysoperation. Break 1 at 7 days, 2 at 28 days and retain spare.RC8.All welded wire fabric shall conform to ASTM A1064, Fy(min) of 65 ksi. All welded wire fabric laps shall be8".RC9.All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor issolely responsible for the design and construction of all formwork, falsework and shoring.RC10.Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete.RC11.Foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to thewidth, length & thickness of all foundations.RC12.Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick, see specifications.Include manufacturer's recommended adhesive or pressure-sensitive joint tape.RC13.Fiber Reinforcement, if indicated on drawings, shall be 100% virgin polypropylene in collated, fibrillatedform, complying with ASTM C 1116, minimum length of 3/4". Minimum dosage = 1.5 pounds per cubicyard.RC14.Adhesive Anchors and Adhesives Used for Reinforcing Anchorage: 1.The adhesive anchor system used for post-installed anchorage to concrete shall conform to therequirements of the most recently published ACI 355.4. 2.Adhesive anchors indicated are the Basis-of-Design. Approved equal meeting ACI 355.4 is permitted. 3.Bulk-mixed adhesives are not permitted. 4.Anchors shall be supplied as an entire system with manufacturer's recommendations adhered to. 5.Adhesive anchors shall be installed by qualified personnel trained to install adhesive anchors. 6.Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnelcertified by the ACI/CRSI Adhesive Anchor Installer Certification program. 7.Adhesive anchors installed in horizontal or upwardly inclined orientations shall be continuouslyinspected during installation by an inspector specially approved for that purpose.RC15.Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type II,nonredispersible, acrylic emulsion or styrene butadiene.McCOMASENGINEERINGStruc
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rs www.mccomaseng.com317-580-0402Carmel, Indiana 460321717 East 116th Street, Suite 200Project No: MEI 18203Sheet Number:Sheet Title:Project Number:CERTIFIED BY:----Date:10/15/2018Issue:------CLAY TOWNSHIP - HAMILTON COUNTY
UNIT 701 REMODEL - BUILDING "A"
CARMEL, INDIANA 46032GENERAL NOTES
McCOMASENGINEERINGStruc
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rs www.mccomaseng.com317-580-0402Carmel, Indiana 460321717 East 116th Street, Suite 200Project No: MEI 18203Sheet Number:Sheet Title:Project Number:CERTIFIED BY:----Date:10/15/2018Issue:------CLAY TOWNSHIP - HAMILTON COUNTY
UNIT 701 REMODEL - BUILDING "A"
CARMEL, INDIANA 46032SECTIONS ANDDETAILS
SECTION 051200 - STRUCTURAL STEEL FRAMING1.1SUMMARYA.Section Includes:1.Structural steel.2.Grout.1.2DEFINITIONSA.Structural Steel: Elements of the structural frame indicated on Drawings and as described in AISC 303, "Code of Standard Practicefor Steel Buildings and Bridges."1.3PREINSTALLATION MEETINGSA.Preinstallation Conference: Conduct conference at Project site.1.4ACTION SUBMITTALSA.Product Data: For each type of product.B.Shop Drawings: Show fabrication of structural-steel components.C.Delegated-Design Submittal: For structural-steel connections indicated to comply with design loads, include analysis data signed andsealed by the qualified professional engineer responsible for their preparation.1.5INFORMATIONAL SUBMITTALSA.Welding certificates.B.Field quality-control reports.1.6QUALITY ASSURANCEA.Welding Qualifications: Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding Code - Steel."B.Comply with applicable provisions of the following specifications and documents:1.AISC 303.2.AISC 360.3.RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."1.7PERFORMANCE REQUIREMENTSA.Connections: Provide details of simple shear connections required by the Contract Documents to be selected or completed bystructural-steel fabricator to withstand loads indicated and comply with other information and restrictions indicated.1.Select and complete connections using schematic details indicated and AISC 360.2.Use Allowable Stress Design; data are given at service-load level.1.8STRUCTURAL-STEEL MATERIALSA.W-Shapes: ASTM A 992/A 992M.B.Channels, Angles-Shapes: ASTM A 36/A 36M.C.Plate and Bar: ASTM A 36/A 36M.D.Cold-Formed Hollow Structural Sections: ASTM A 500/A 500M, Grade B, structural tubing.E.Welding Electrodes: Comply with AWS requirements.1.9BOLTS, CONNECTORS, AND ANCHORSA.High-Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, heavy-hex steel structural bolts; ASTM A 563,Grade C, (ASTM A 563M, Class 8S) heavy-hex carbon-steel nuts; and ASTM F 436 (ASTM F 436M), Type 1, hardenedcarbon-steel washers; all with plain finish.1.Direct-Tension Indicators: ASTM F 959, Type 325 (ASTM F 959M, Type 8.8), compressible-washer type with plain finish.B.Unheaded Anchor Rods: ASTM F 1554, Grade 36.1.Configuration: Hooked.2.Finish: Plain.C.Headed Anchor Rods: ASTM F 1554, Grade 36, straight.1.Finish: Plain.1.10PRIMERA.Primer: Fabricator's standard lead- and chromate-free, nonasphaltic, rust-inhibiting primer complying with MPI#79 and compatiblewith topcoat.1.11GROUTA.Nonmetallic, Shrinkage-Resistant Grout: ASTM C 1107/C 1107M, factory-packaged, nonmetallic aggregate grout, noncorrosive andnonstaining, mixed with water to consistency suitable for application and a 30-minute working time.1.12FABRICATIONA.Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate according to AISC 303, "Code of StandardPractice for Steel Buildings and Bridges," and to AISC 360.1.13SHOP CONNECTIONSA.High-Strength Bolts: Shop install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 orA 490 Bolts" for type of bolt and type of joint specified.1.Joint Type: Snug tightened.B.Weld Connections: Comply with AWS D1.1/D1.1M for tolerances, appearances, welding procedure specifications, weld quality, andmethods used in correcting welding work.1.14SHOP PRIMINGA.Shop prime steel surfaces except the following:1.Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches (50 mm).2.Surfaces to be field welded.3.Galvanized surfaces.B.Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and spatter, slag, or flux deposits. Preparesurfaces according to the following specifications and standards:1.SSPC-SP 3, "Power Tool Cleaning."C.Priming: Immediately after surface preparation, apply primer according to manufacturer's written instructions and at raterecommended by SSPC to provide a minimum dry film thickness of 1.5 mils (0.038 mm). Use priming methods that result infull coverage of joints, corners, edges, and exposed surfaces.1.15EXAMINATIONA.Verify, with certified steel erector present, elevations of concrete- and masonry-bearing surfaces and locations of anchor rods,bearing plates, and other embedments for compliance with requirements.B.Proceed with installation only after unsatisfactory conditions have been corrected.1.16ERECTIONA.Set structural steel accurately in locations and to elevations indicated and according to AISC 303 and AISC 360.B.Baseplates, Bearing Plates and Leveling Plates: Clean concrete- and masonry-bearing surfaces of bond-reducing materials, androughen surfaces prior to setting plates. Clean bottom surface of plates.1.Set plates for structural members on wedges, shims, or setting nuts as required.2.Weld plate washers to top of baseplate.3.Snug-tighten anchor rods after supported members have been positioned and plumbed. Do not remove wedges or shims but, ifprotruding, cut off flush with edge of plate before packing with grout.4.Promptly pack grout solidly between bearing surfaces and plates so no voids remain. Neatly finish exposed surfaces; protectgrout and allow to cure. Comply with manufacturer's written installation instructions for shrinkage-resistant grouts.C.Maintain erection tolerances of structural steel within AISC 303, "Code of Standard Practice for Steel Buildings and Bridges."1.17FIELD CONNECTIONSA.High-Strength Bolts: Install high-strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490Bolts" for type of bolt and type of joint specified.1.Joint Type: Snug tightened.B.Weld Connections: Comply with AWS D1.1/D1.1M for tolerances, appearances, welding procedure specifications, weld quality, andmethods used in correcting welding work.1.Comply with AISC 303 and AISC 360 for bearing, alignment, adequacy of temporary connections, and removal of paint onsurfaces adjacent to field welds.2.Assemble and weld built-up sections by methods that maintain true alignment of axes without exceeding tolerances inAISC 303, "Code of Standard Practice for Steel Buildings and Bridges," for mill material.1.18FIELD QUALITY CONTROLA.Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.B.Bolted Connections: Inspect and test bolted connections according to RCSC's "Specification for Structural Joints Using ASTM A 325or A 490 Bolts."C.Welded Connections: Visually inspect field welds according to AWS D1.1/D1.1M.1.In addition to visual inspection, test and inspect field welds according to AWS D1.1/D1.1M and the following inspectionprocedures, at testing agency's option:a.Liquid Penetrant Inspection: ASTM E 165.b.Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incompletefusion or penetration are not accepted.c.Ultrasonic Inspection: ASTM E 164.d.Radiographic Inspection: ASTM E 94.SECTION 053100 - STEEL DECKING1.1SUMMARYA.Section Includes:1.Roof deck.2.Composite floor deck (if required).1.2ACTION SUBMITTALSA.Product Data: For each type of deck, accessory, and product indicated.B.Shop Drawings:1.Include layout and types of deck panels, anchorage details, reinforcing channels, pans, cut deck openings, special jointing,accessories, and attachments to other construction.1.3INFORMATIONAL SUBMITTALSA.Welding certificates.B.Product Certificates: For each type of steel deck.C.Evaluation reports.D.Field quality-control reports.1.4QUALITY ASSURANCEA.Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated.B.Welding Qualifications: Qualify procedures and personnel according to AWS D1.3/D1.3M, "Structural Welding Code - Sheet Steel."1.5PERFORMANCE REQUIREMENTSA.AISI Specifications: Comply with calculated structural characteristics of steel deck according to AISI's "North American Specificationfor the Design of Cold-Formed Steel Structural Members."1.6ROOF DECKA.Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into theWork include, but are not limited to the following:1.Nucor Corp.B.Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with "SDI Specifications and Commentary for SteelRoof Deck," in SDI Publication No. 31, and with the following:1.Prime-Painted Steel Sheet: ASTM A 1008/A 1008M, Structural Steel (SS), Grade 33 (230) minimum, shop primed withmanufacturer's standard baked-on, rust-inhibitive primer.a.Color: Manufacturer's standard.2.Deck Profile: Type WR, wide rib.3.Profile Depth: 1-1/2 inches (38 mm).4.Design Uncoated-Steel Thickness: As indicated.5.Span Condition: Triple span or more.6.Side Laps: Overlapped.1.7COMPOSITE FLOOR DECKA.Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into theWork include, but are not limited to the following:1.Nucor Corp.B.Composite Floor Deck: Fabricate panels, with integrally embossed or raised pattern ribs and interlocking side laps, to comply with"SDI Specifications and Commentary for Composite Steel Floor Deck," in SDI Publication No. 31, with the minimum sectionproperties indicated, and with the following:1.Galvanized-Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33 (230), G60 (Z180) zinc coating.2.Profile Depth: 2 inches (51 mm).3.Design Uncoated-Steel Thickness: As indicated.4.Span Condition: Triple span or more.1.8ACCESSORIESA.General: Provide manufacturer's standard accessory materials for deck that comply with requirements indicated.B.Side-Lap Fasteners: Corrosion-resistant, hexagonal washer head; self-drilling, carbon-steel screws, No. 10 (4.8-mm) minimumdiameter.C.Flexible Closure Strips: Vulcanized, closed-cell, synthetic rubber.D.Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000 psi (230 MPa), not less than0.0359-inch (0.91-mm) design uncoated thickness, of same material and finish as deck; of profile indicated or required forapplication.E.Flat Sump Plates: Single-piece steel sheet, 0.0747 inch (1.90 mm) thick, of same material and finish as deck. For drains, cut holes inthe field.F.Galvanizing Repair Paint: ASTM A 780/A 780M.G.Repair Paint: Manufacturer's standard rust-inhibitive primer of same color as primer.1.9INSTALLATION, GENERALA.Install deck panels and accessories according to applicable specifications and commentary in SDI Publication No. 31, manufacturer'swritten instructions, and requirements in this Section.B.Place deck panels flat and square and fasten to supporting frame without warp or deflection.C.Cut and neatly fit deck panels and accessories around openings and other work projecting through or adjacent to deck.D.Provide additional reinforcement and closure pieces at openings as required for strength, continuity of deck, and support of otherwork.E.Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, andmethods used for correcting welding work.F.Mechanical fasteners may be used in lieu of welding to fasten deck. Locate mechanical fasteners and install according to deckmanufacturer's written instructions.G.Roof Sump Pans and Sump Plates: Install over openings provided in roof deck and weld flanges to top of deck. Space welds notmore than 12 inches (305 mm) apart with at least one weld at each corner.1.Install reinforcing channels or zees in ribs to span between supports and weld.H.Miscellaneous Roof-Deck Accessories: Install ridge and valley plates, finish strips, end closures, and reinforcing channels accordingto deck manufacturer's written instructions. Weld to substrate to provide a complete deck installation.1.Weld cover plates at changes in direction of roof-deck panels unless otherwise indicated.I.Pour Stops and Girder Fillers (if required): Weld steel sheet pour stops and girder fillers to supporting structure according to SDIrecommendations unless otherwise indicated.J.Floor-Deck Closures (if reqruied): Weld steel sheet column closures, cell closures, and Z-closures to deck, according to SDIrecommendations, to provide tight-fitting closures at open ends of ribs and sides of deck.1.10ROOF-DECK INSTALLATIONA.Fasten roof-deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated or arc seam weldswith an equal perimeter that is not less than 1-1/2 inches (38 mm) long, and as follows:1.Weld Diameter: 5/8 inch (16 mm), nominal.2.Weld Spacing: Weld edge and interior ribs of deck units with a minimum of two welds per deck unit at each support. Spacewelds 12 inches (305 mm) apart in the field of roof and 6 inches (150 mm) apart in roof corners and perimeter, based onroof-area definitions in FMG Loss Prevention Data Sheet 1-28.3.Weld Washers: Install weld washers at each weld location.B.Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panels between supports, at intervals notexceeding the lesser of one-half of the span or 36 inches (914 mm), and as follows:1.Mechanically fasten with self-drilling, No. 10 (4.8-mm-) diameter or larger, carbon-steel screws.C.End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2 inches (38 mm), with end joints asfollows:1.End Joints: Lapped 2 inches (51 mm) minimum.1.11FLOOR-DECK INSTALLATION (IF REQUIRED)A.Fasten floor-deck panels to steel supporting members by arc spot (puddle) welds of the surface diameter indicated and as follows:1.Weld Diameter: 3/4 inch (19 mm), nominal.2.Weld Spacing: Weld edge ribs of panels at each support. Space additional welds an average of 12 inches (305 mm) apart.B.Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panels between supports, at intervals notexceeding the lesser of one-half of the span or 36 inches (914 mm), and as follows:1.Mechanically fasten with self-drilling, No. 10 (4.8-mm-) diameter or larger, carbon-steel screws.C.End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2 inches (38 mm), with end joints asfollows:1.End Joints: Butted.D.Pour Stops and Girder Fillers: Weld steel sheet pour stops and girder fillers to supporting structure according to SDIrecommendations unless otherwise indicated.E.Floor-Deck Closures: Weld steel sheet column closures, cell closures, and Z-closures to deck, according to SDI recommendations,to provide tight-fitting closures at open ends of ribs and sides of deck.1.12FIELD QUALITY CONTROLA.Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.B.Field welds will be subject to inspection.C.Prepare test and inspection reports.1.13PROTECTIONA.Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck with galvanized repair paintaccording to ASTM A 780/A 780M and manufacturer's written instructions.B.Repair Painting: Wire brush and clean rust spots, welds, and abraded areas on both surfaces of prime-painted deck immediatelyafter installation, and apply repair paint.SECTION 054000 - COLD-FORMED METAL FRAMING1.1SUMMARYA.Section Includes:1.Exterior non-load-bearing wall framing.2.Interior non-load-bearing wall framing exceeding height limitations of standard, nonstructural metal framing.1.2PREINSTALLATION MEETINGSA.Preinstallation Conference: Conduct conference at Project site.1.3ACTION SUBMITTALSA.Product Data: For each type of product.B.Shop Drawings:1.Include layout, spacings, sizes, thicknesses, and types of cold-formed steel framing; fabrication; and fastening and anchoragedetails, including mechanical fasteners.2.Indicate reinforcing channels, opening framing, supplemental framing, strapping, bracing, bridging, splices, accessories,connection details, and attachment to adjoining work.C.Delegated-Design Submittal: For cold-formed steel framing.1.4INFORMATIONAL SUBMITTALSA.Welding certificates.B.Product certificates.C.Product test reports.D.Evaluation Reports: For post-installed anchors and power-actuated fasteners, from ICC-ES or other qualified testing agencyacceptable to authorities having jurisdiction.1.5QUALITY ASSURANCEA.Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated.B.Product Tests: Mill certificates or data from a qualified independent testing agency.C.Welding Qualifications: Qualify procedures and personnel according to the following:1.AWS D1.1/D1.1M, "Structural Welding Code - Steel."2.AWS D1.3/D1.3M, "Structural Welding Code - Sheet Steel."PART 2 - PRODUCTS2.1MANUFACTURERSA.Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into theWork include, but are not limited to the following:1.ClarkDietrich Building Systems.2.MarinoWARE.2.2PERFORMANCE REQUIREMENTSA.Cold-Formed Steel Framing Standards: Unless more stringent requirements are indicated, framing shall comply with AISI S100,AISI S200, and the following:1.Wall Studs: AISI S211.2.Headers: AISI S212.3.Lateral Design: AISI S213.2.3COLD-FORMED STEEL FRAMING MATERIALSA.Steel Sheet: ASTM A 1003/A 1003M, Structural Grade, Type H, metallic coated, of grade and coating designation as follows:1.Grade: ST33H (ST230H).2.Coating: G90 (Z275) or equivalent.B.Steel Sheet for Vertical Deflection and Drift Clips: ASTM A 653/A 653M, structural steel, zinc coated, of grade and coating as follows:1.Grade: 33 (230).2.Coating: G90 (Z275).2.4EXTERIOR NON-LOAD-BEARING WALL FRAMINGA.Steel Studs: Manufacturer's standard C-shaped steel studs, of web depths indicated, punched, with stiffened flanges, and as follows:1.Minimum Base-Metal Thickness: 0.0428 inch (1.09 mm).2.Flange Width: 1-5/8 inches (41 mm).B.Steel Track: Manufacturer's standard U-shaped steel track, of web depths indicated, unpunched, with unstiffened flanges, andmatching minimum base-metal thickness of steel studs.C.Vertical Deflection Clips: Manufacturer's standard bypass and head clips, capable of accommodating upward and downward verticaldisplacement of primary structure through positive mechanical attachment to stud web.D.Single Deflection Track: Manufacturer's single, deep-leg, U-shaped steel track; unpunched, with unstiffened flanges, of web depth tocontain studs while allowing free vertical movement, with flanges designed to support horizontal loads and transfer them tothe primary structure.E.Drift Clips: Manufacturer's standard bypass or head clips, capable of isolating wall stud from upward and downward verticaldisplacement and lateral drift of primary structure through positive mechanical attachment to stud web and structure.2.5FRAMING ACCESSORIESA.Fabricate steel-framing accessories from ASTM A 1003/A 1003M, Structural Grade, Type H, metallic coated steel sheet, of samegrade and coating designation used for framing members.B.Provide accessories of manufacturer's standard thickness and configuration, unless otherwise indicated.2.6ANCHORS, CLIPS, AND FASTENERSA.Steel Shapes and Clips: ASTM A 36/A 36M, zinc coated by hot-dip process according to ASTM A 123/A 123M.B.Anchor Bolts: ASTM F 1554, Grade 36, threaded carbon-steel headless, hooked bolts, carbon-steel nuts, and flat, hardened-steelwashers; zinc coated by hot-dip process according to ASTM A 153/A 153M, Class C.C.Post-Installed Anchors: Fastener systems with bolts of same basic metal as fastened metal, if visible, unless otherwise indicated;with working capacity greater than or equal to the design load, according to an evaluation report acceptable to authoritieshaving jurisdiction, based on ICC-ES AC01 or ICC-ES AC308 as appropriate for the substrate.1.Uses: Securing cold-formed steel framing to structure.2.Type: Torque-controlled adhesive anchor or adhesive anchor.3.Material for Exterior or Interior Locations and Where Stainless Steel Is Indicated: Alloy Group 1 (A1) stainless-steel bolts,ASTM F 593 (ASTM F 738M), and nuts, ASTM F 594 (ASTM F 836M).D.Power-Actuated Anchors: Fastener systems with working capacity greater than or equal to the design load, according to anevaluation report acceptable to authorities having jurisdiction, based on ICC-ES AC70.E.Mechanical Fasteners: ASTM C 1513, corrosion-resistant-coated, self-drilling, self-tapping, steel drill screws.1.Head Type: Low-profile head beneath sheathing; manufacturer's standard elsewhere.2.7MISCELLANEOUS MATERIALSA.Galvanizing Repair Paint: ASTM A 780/A 780M.B.Cement Grout: Portland cement, ASTM C 150/C 150M, Type I; and clean, natural sand, ASTM C 404. Mix at ratio of 1 part cement to2-1/2 parts sand, by volume, with minimum water required for placement and hydration.C.Shims: Load-bearing, high-density, multimonomer, nonleaching plastic; or cold-formed steel of same grade and metallic coating asframing members supported by shims.D.Sealer Gaskets: Closed-cell neoprene foam, 1/4 inch (6 mm) thick, selected from manufacturer's standard widths to match width ofbottom track or rim track members as required.2.8PREPARATIONA.Before sprayed fire-resistive materials are applied, attach continuous angles, supplementary framing, or tracks to structural membersindicated to receive sprayed fire-resistive materials.B.Install load-bearing shims or grout between the underside of load-bearing wall bottom track and the top of foundation wall or slab atlocations with a gap larger than 1/4 inch (6 mm) to ensure a uniform bearing surface on supporting concrete or masonryconstruction.C.Install sealer gaskets at the underside of wall bottom track or rim track and at the top of foundation wall or slab at stud or joistlocations.2.9INSTALLATION, GENERALA.Cold-formed steel framing may be shop or field fabricated for installation, or it may be field assembled.B.Install cold-formed steel framing according to AISI S200, AISI S202, and manufacturer's written instructions unless more stringentrequirements are indicated.C.Install cold-formed steel framing and accessories plumb, square, and true to line, and with connections securely fastened.D.Install framing members in one-piece lengths unless splice connections are indicated for track or tension members.E.Install temporary bracing and supports to secure framing and support loads equal to those for which structure was designed.Maintain braces and supports in place, undisturbed, until entire integrated supporting structure has been completed andpermanent connections to framing are secured.F.Do not bridge building expansion joints with cold-formed steel framing. Independently frame both sides of joints.G.Install insulation, specified in Section 072100 "Thermal Insulation," in framing-assembly members, such as headers, sills, boxedjoists, and multiple studs at openings, that are inaccessible on completion of framing work.H.Fasten hole-reinforcing plate over web penetrations that exceed size of manufacturer's approved or standard punched openings.2.10EXTERIOR NON-LOAD-BEARING WALL INSTALLATIONA.Install continuous tracks sized to match studs. Align tracks accurately and securely anchor to supporting structure.B.Fasten both flanges of studs to bottom track unless otherwise indicated. Space studs as follows:1.Stud Spacing: 16 inches (406 mm).C.Set studs plumb, except as needed for diagonal bracing or required for nonplumb walls or warped surfaces and similar requirements.D.Isolate non-load-bearing steel framing from building structure to prevent transfer of vertical loads while providing lateral support.1.Install single deep-leg deflection tracks and anchor to building structure.2.Install double deep-leg deflection tracks and anchor outer track to building structure.3.Connect vertical deflection clips to bypassing infill studs and anchor to building structure.4.Connect drift clips to cold-formed steel framing and anchor to building structure.E.Install horizontal bridging in wall studs, spaced vertically in rows indicated on Shop Drawings but not more than 48 inches (1220 mm)apart. Fasten at each stud intersection.1.Channel Bridging: Cold-rolled steel channel, welded or mechanically fastened to webs of punched studs.F.Top Bridging for Single Deflection Track: Install row of horizontal bridging within 12 inches (305 mm) of single deflection track. Installa combination of bridging and stud or stud-track solid blocking of width and thickness matching studs, secured to stud websor flanges.1.Install solid blocking at centers indicated on Shop Drawings.G.Install miscellaneous framing and connections, including stud kickers, web stiffeners, clip angles, continuous angles, anchors, andfasteners, to provide a complete and stable wall-framing system.2.11ERECTION TOLERANCESA.Install cold-formed steel framing level, plumb, and true to line to a maximum allowable tolerance variation of 1/8 inch in 10 feet(1:960) and as follows:1.Space individual framing members no more than plus or minus 1/8 inch (3 mm) from plan location. Cumulative error shall notexceed minimum fastening requirements of sheathing or other finishing materials.2.12FIELD QUALITY CONTROLA.Testing: Owner will engage a qualified independent testing and inspecting agency to perform field tests and inspections and preparetest reports.B.Field and shop welds will be subject to testing and inspecting.C.Testing agency will report test results promptly and in writing to Contractor and Architect.D.Cold-formed steel framing will be considered defective if it does not pass tests and inspections.E.Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional workwith specified requirements.2.13REPAIRS AND PROTECTIONA.Galvanizing Repairs: Prepare and repair damaged galvanized coatings on fabricated and installed cold-formed steel framing withgalvanized repair paint according to ASTM A 780/A 780M and manufacturer's written instructions.SECTION 033000 - CAST-IN-PLACE CONCRETE1.1SUMMARYA.Section includes cast-in-place concrete for building, including formwork, reinforcement, concrete materials, mixture design,placement procedures, and finishes.B.Related Requirements:1.Section 312000 "Earth Moving" for drainage fill under slabs-on-grade.1.2ACTION SUBMITTALSA.Product Data: For each type of product.B.Design Mixtures: For each concrete mixture.C.Steel Reinforcement Shop Drawings: Placing Drawings that detail fabrication, bending, and placement.D.Construction Joint Layout: Indicate proposed construction joints required to construct the structure. Location of construction joints issubject to approval of the Architect1.3INFORMATIONAL SUBMITTALSA.Material certificates.B.Material test reports.C.Floor surface flatness and levelness measurements indicating compliance with specified tolerances.1.4QUALITY ASSURANCEA.Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies withASTM C 94/C 94M requirements for production facilities and equipment.1.Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."B.Testing Agency Qualifications: An independent agency, qualified according to ASTM C 1077 and ASTM E 329 for testing indicated.C.Preconstruction Testing Service: Engage a qualified testing agency to perform preconstruction testing on concrete mixtures.1.5FIELD CONDITIONSA.Cold-Weather Placement: Comply with ACI 306.1.1.Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwisespecified and approved in mixture designs.B.Hot-Weather Placement: Comply with ACI 301 (ACI 301M).1.6CONCRETE, GENERALA.ACI Publications: Comply with the following unless modified by requirements in the Contract Documents:1.ACI 301 (ACI 301M).2.ACI 117 (ACI 117M).1.7FORM-FACING MATERIALSA.Smooth-Formed Finished Concrete: Form-facing panels that provide continuous, true, and smooth concrete surfaces. Furnish inlargest practicable sizes to minimize number of joints.B.Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material. Provide lumber dressed on at least twoedges and one side for tight fit.1.8STEEL REINFORCEMENTA.Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.B.Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded-wirereinforcement in place. Manufacture bar supports from steel wire, plastic, or precast concrete according to CRSI's "Manual ofStandard Practice."1.9CONCRETE MATERIALSA.Cementitious Materials:1.Portland Cement: ASTM C 150/C 150M, Type I/II, gray.2.Fly Ash: ASTM C 618, Class F or C.B.Normal-Weight Aggregates: ASTM C 33/C 33M, graded.1.Maximum Coarse-Aggregate Size: 1 inch (25 mm) nominal.2.Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.C.Air-Entraining Admixture: ASTM C 260/C 260M.D.Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and that do not contribute water-solublechloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calciumchloride.1.Water-Reducing Admixture: ASTM C 494/C 494M, Type A.2.Retarding Admixture: ASTM C 494/C 494M, Type B.3.Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.4.Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.E.Water: ASTM C 94/C 94M and potable.1.10WATERSTOPSA.Flexible PVC Waterstops: CE CRD-C 572, for embedding in concrete to prevent passage of fluids through joints. Factory fabricatecorners, intersections, and directional changes.1.Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but arenot limited to the following:a.Sika Greenstreak; Sika Greenstreak PVC Waterstop.2.Profile: Ribbed with center bulb.3.Dimensions: 6 inches by 3/8 inch thick (150 mm by 10 mm thick); nontapered.B.Self-Expanding Butyl Strip Waterstops: Manufactured rectangular or trapezoidal strip, butyl rubber with sodium bentonite or otherhydrophilic polymers, for adhesive bonding to concrete, 3/4 by 1 inch (19 by 25 mm).1.Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but arenot limited to the following:a.CETCO, a Minerals Technologies company; Waterstop-RX-101.1.11VAPOR RETARDERSA.Sheet Vapor Retarder: ASTM E 1745, Class A. Include manufacturer's recommended adhesive or pressure-sensitive tape.1.Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporatedinto the Work include, but are not limited to the following:a.Stego Industries, LLC; Stego Wrap 10 mil Class A.1.12CURING MATERIALSA.Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete.1.Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporatedinto the Work include, but are not limited to the following:a.Dayton Superior; AquaFilm Concentrate J74.B.Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. (305 g/sq. m)when dry.C.Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.D.Water: Potable.E.Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B, 18 to 25 percent solids,nondissipating, certified by curing compound manufacturer to not interfere with bonding of floor covering.1.Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporatedinto the Work include, but are not limited to the following:a.Dayton Superior; Cure & Seal 1315 J22 WB.F.Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.1.Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but arenot limited to the following:a.Dayton Superior; Cure & Seal 1315 EF.1.13RELATED MATERIALSA.Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber.B.Bonding Agent: ASTM C 1059/C 1059M, Type II, nonredispersible, acrylic emulsion or styrene butadiene.1.14REPAIR MATERIALSA.Repair Underlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch (3.2mm) and that can be feathered at edges to match adjacent floor elevations.1.Cement Binder: ASTM C 150/C 150M, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219.2.Primer: Product of underlayment manufacturer recommended for substrate, conditions, and application.3.Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch (3.2 to 6 mm) or coarse sand as recommended by underlaymentmanufacturer.4.Compressive Strength: Not less than 4100 psi (29 MPa) at 28 days when tested according to ASTM C 109/C 109M.B.Repair Overlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/4 inch (6.4mm) and that can be filled in over a scarified surface to match adjacent floor elevations.1.Cement Binder: ASTM C 150/C 150M, portland cement or hydraulic or blended hydraulic cement as defined in ASTM C 219.2.Primer: Product of topping manufacturer recommended for substrate, conditions, and application.3.Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch (3.2 to 6 mm) or coarse sand as recommended by toppingmanufacturer.4.Compressive Strength: Not less than 5000 psi (34.5 MPa) at 28 days when tested according to ASTM C 109/C 109M.1.15CONCRETE MIXTURES, GENERALA.Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data,or both, according to ACI 301 (ACI 301M).B.Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement in concrete as follows:1.Fly Ash: 15 percent.a.Do not use fly ash in flatwork.C.Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by weight of cement.D.Admixtures: Use admixtures according to manufacturer's written instructions.1.Use water-reducing or plasticizing admixture in concrete, as required, for placement and workability.2.Use water-reducing and -retarding admixture when required by high temperatures, low humidity, or other adverse placementconditions.3.Use water-reducing admixture in pumped concrete and concrete with a w/c ratio below 0.50.1.16CONCRETE MIXTURES FOR BUILDING ELEMENTSA.Footings: Normal-weight concrete.1.Minimum Compressive Strength: 3000 psi (20.7 MPa) at 28 days.2.Maximum W/C Ratio: .56.3.Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).B.Foundation Walls, Piers and Elements Exposed to Freezing & Thawing: Normal-weight concrete.1.Minimum Compressive Strength: 4000 psi (27.6 MPa) at 28 days.2.Maximum W/C Ratio: 0.45.3.Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).4.Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1-inch (25-mm) nominal maximum aggregate size.C.Interior Slabs-on-Grade and Fill for Metal Deck: Normal-weight concrete.1.Minimum Compressive Strength: 4000 psi (27.6 MPa) at 28 days.2.Maximum W/C Ratio: 0.45.3.Minimum Cementitious Materials Content: 564 lb/cu. yd.4.Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).5.Air Content: Do not allow air content of trowel-finished floors to exceed 3 percent.1.17FABRICATING REINFORCEMENTA.Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."1.18CONCRETE MIXINGA.Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M, and furnish batch ticketinformation.1.When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.1.19FORMWORK INSTALLATIONA.Design, erect, shore, brace, and maintain formwork, according to ACI 301 (ACI 301M), to support vertical, lateral, static, anddynamic loads, and construction loads that might be applied, until structure can support such loads.B.Construct formwork so concrete members and structures are of size, shape, alignment, elevation, and position indicated, withintolerance limits of ACI 117 (ACI 117M).C.Limit concrete surface irregularities, designated by ACI 347 as abrupt or gradual, as follows:1.Class A, 1/8 inch (3.2 mm) for smooth-formed finished surfaces.2. Class D, 1 inch (25 mm) for rough-formed finished surfaces.D.Chamfer exterior corners and edges of permanently exposed concrete.1.20EMBEDDED ITEM INSTALLATIONA.Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported bycast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to beembedded.B.Install anchor rods, accurately located, to elevations required and complying with tolerances in Section 7.5 of AISC 303.1.21VAPOR-RETARDER INSTALLATIONA.Sheet Vapor Retarders: Place, protect, and repair sheet vapor retarder according to ASTM E 1643 and manufacturer's writteninstructions.1.Lap joints 6 inches (150 mm) and seal with manufacturer's recommended tape.1.22STEEL REINFORCEMENT INSTALLATIONA.General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.1.Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete.B.Install welded-wire reinforcement in longest practicable lengths on bar supports spaced to minimize sagging. Lap edges and ends ofadjoining sheets at least one mesh spacing. Offset laps of adjoining sheet widths to prevent continuous laps in eitherdirection. Lace overlaps with wire.1.23JOINTSA.General: Construct joints true to line with faces perpendicular to surface plane of concrete.B.Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved byArchitect.1.Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.C.Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete into areas as indicated.Construct contraction joints for a depth equal to at least one-fourth of concrete thickness as follows:1.Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut1/8-inch- (3.2-mm-) wide joints into concrete when cutting action does not tear, abrade, or otherwise damage surfaceand before concrete develops random contraction cracks.D.Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab junctions with vertical surfaces, such ascolumn pedestals, foundation walls, grade beams, and other locations, as indicated.1.24WATERSTOP INSTALLATION (IF REQUIRED)A.Waterstops: Install in construction joints and at other locations indicated, according to manufacturer's written instructions.1.25CONCRETE PLACEMENTA.Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that requiredinspections are completed.B.Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete is placed on concrete thathas hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provideconstruction joints as indicated. Deposit concrete to avoid segregation.1.Consolidate placed concrete with mechanical vibrating equipment according to ACI 301 (ACI 301M).1.26FINISHING FORMED SURFACESA.Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defects repaired and patched.Remove fins and other projections that exceed specified limits on formed-surface irregularities.1.Apply to concrete surfaces not exposed to public view.B.Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical mannerwith a minimum of seams. Repair and patch tie holes and defects. Remove fins and other projections that exceed specifiedlimits on formed-surface irregularities.1.Apply to concrete surfaces exposed to public view, or to be covered with a coating or covering material applied directly toconcrete.C.Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike offsmooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfacesuniformly across adjacent unformed surfaces unless otherwise indicated.1.27FINISHING FLOORS AND SLABSA.General: Comply with ACI 302.1R recommendations for screeding, restraightening, and finishing operations for concrete surfaces.Do not wet concrete surfaces.B.Float Finish: Consolidate surface with power-driven floats or by hand floating if area is small or inaccessible to power-driven floats.Restraighten, cut down high spots, and fill low spots. Repeat float passes and restraightening until surface is left with auniform, smooth, granular texture.1.Apply float finish to surfaces to receive trowel finish and to be covered with fluid-applied or sheet waterproofing, built-up ormembrane roofing, or sand-bed terrazzo.C.Trowel Finish: After applying float finish, apply first troweling and consolidate concrete by hand or power-driven trowel. Continuetroweling passes and restraighten until surface is free of trowel marks and uniform in texture and appearance. Grind smoothany surface defects that would telegraph through applied coatings or floor coverings.1.Apply a trowel finish to surfaces exposed to view or to be covered with resilient flooring, carpet, ceramic or quarry tile set over acleavage membrane, paint, or another thin-film-finish coating system.2.Finish surfaces to the following tolerances, according to ASTM E 1155 (ASTM E 1155M), for a randomly trafficked floor surface:a.Specified overall values of flatness, F(F) 45; and of levelness, F(L) 35; with minimum local values of flatness, F(F) 30; andof levelness, F(L) 24.D.Trowel and Fine-Broom Finish: Apply a first trowel finish to surfaces where ceramic or quarry tile is to be installed by either thicksetor thinset method. While concrete is still plastic, slightly scarify surface with a fine broom.1.Comply with flatness and levelness tolerances for trowel-finished floor surfaces.E.Broom Finish: Apply a broom finish to exterior concrete platforms, steps, ramps, and elsewhere as indicated.1.Immediately after float finishing, slightly roughen trafficked surface by brooming with fiber-bristle broom perpendicular to maintraffic route. Coordinate required final finish with Architect before application.1.28CONCRETE PROTECTING AND CURINGA.General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 forcold-weather protection and ACI 301 (ACI 301M) for hot-weather protection during curing.B.Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture lossapproaching 0.2 lb/sq. ft. x h (1 kg/sq. m x h) before and during finishing operations. Apply according to manufacturer'swritten instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.C.Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. Ifforms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continuecuring for remainder of curing period.D.Cure concrete according to ACI 308.1, by the following method(s):1.Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's writteninstructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity ofcoating and repair damage during curing period.a.Removal: After curing period has elapsed, remove curing compound without damaging concrete surfaces by methodrecommended by curing compound manufacturer unless manufacturer certifies curing compound does not interferewith bonding of floor covering used on Project.2.Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or rolleraccording to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initialapplication. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damageduring curing period.a.Apply to all slabs to remain permanently exposed to view.1.29CONCRETE SURFACE REPAIRSA.Defective Concrete: Repair and patch defective areas when approved by Architect. Remove and replace concrete that cannot berepaired and patched to Architect's approval.1.30FIELD QUALITY CONTROLA.Testing Agency: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.B.Inspections:1.Steel reinforcement placement.2.Headed bolts and studs.3.Verification of use of required design mixture.4.Concrete placement, including conveying and depositing.5.Curing procedures and maintenance of curing temperature.C.Concrete Tests: Testing of composite samples of fresh concrete obtained according to ASTM C 172/C 172M shall be performedaccording to the following requirements:1.Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture exceeding 5 cu. yd. (4 cu. m),but less than 25 cu. yd. (19 cu. m), plus one set for each additional 50 cu. yd. (38 cu. m) or fraction thereof.a.When frequency of testing provides fewer than five compressive-strength tests for each concrete mixture, testing shall beconducted from at least five randomly selected batches or from each batch if fewer than five are used.2.Slump: ASTM C 143/C 143M; one test at point of placement for each composite sample, but not less than one test for eachday's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change.3.Air Content: ASTM C 231/C 231M, pressure method, for normal-weight concrete;one test for each composite sample, but notless than one test for each day's pour of each concrete mixture.4.Concrete Temperature: ASTM C 1064/C 1064M; one test hourly when air temperature is 40 deg F (4.4 deg C) and below or 80deg F (27 deg C) and above, and one test for each composite sample.5.Compression Test Specimens: ASTM C 31/C 31M.D.Cast and laboratory cure two sets of two standard cylinder specimens for each composite sample.McCOMASENGINEERINGStruc
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rs www.mccomaseng.com317-580-0402Carmel, Indiana 460321717 East 116th Street, Suite 200Project No: MEI 18203Sheet Number:Sheet Title:Project Number:CERTIFIED BY:----Date:10/15/2018Issue:------CLAY TOWNSHIP - HAMILTON COUNTY
UNIT 701 REMODEL - BUILDING "A"
CARMEL, INDIANA 46032SPECIFICATIONS