Embry-Riddle Aeronautical University Jim W. Henderson Administration and Welcome Center Daytona Beach, FL GS&P Project No CONCRETE FORMWORK

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1 CONCRETE FORMWORK Section Page 1 of 8 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specification Sections apply to work of this section. 1.2 SUMMARY A. The work consists of all labor, materials and equipment required to form all cast-inplace concrete shown on the drawings including but not limited to all slabs, beams, columns, walls, and equipment pads. 1.3 SUBMITTALS A. Design Calculations of all concrete formwork and the shoring plan sealed by a professional engineer registered in the state of Florida, shall be submitted for record. B. Formwork Drawings prepared under the supervision and sealed by a professional engineer registered in the state of Florida, shall be submitted for Owners record and shall be reviewed by the Engineer for conformance to structural layout only. The shop drawings shall indicate sizes, lengths, materials, connection details, design allowance for construction loads, form ties, shores, braces, construction joints, reveals, openings, formwork coatings, camber, and all other required information. C. Submit drawings to indicate the shoring, sequence of formwork and shore removal, minimum concrete strength for stripping of forms and shore removal, assumed construction loads, amount and layout of shores, and amount of time shores are to be left in place. Shoring plans are to be submitted for Owner's record only and will not be reviewed or returned. 1.4 CODES AND STANDARDS A. Comply with the provision of the following codes, specifications and standards except where more stringent requirements are shown or specified: 1.5 RESPONSIBILITY 1. ACI 301 "Specifications for Structural Concrete for Buildings" 2. ACI 117 "Specifications for Tolerances for Concrete Construction and Materials". 3. ACI 318 "Building Code Requirements for Reinforced Concrete" 4. Concrete Reinforcing Steel Institute " Manual of Standard Practice" A. The design, construction and safety of all formwork and components shall be the responsibility of the General Contractor. All forms, shores, backshores, bracing, false-

2 CONCRETE FORMWORK Section Page 2 of 8 work, and other temporary supports shall be engineered to support all loads imposed including the wet weight of concrete, live loads, construction equipment, lateral loads due to wind and wet concrete imbalance. The Contractor shall also be responsible for determining when temporary supports, shores, backshores, and other bracing may be safely removed. 1.6 DESIGN RESPONSIBILITY A. The design of all concrete formwork, formwork removal, shoring, and backshoring requirements shall be performed by a professional engineer registered in the state of Florida, who is experienced in the design of concrete formwork. The formwork engineer shall be employed by the Contractor. Signed and sealed calculations, the registered professional engineer, shall be submitted for Owner's record but will not be reviewed or returned. PART 2 - PRODUCTS 2.1 FORMS FOR EXPOSED FINISH CONCRETE Unless otherwise specified, formwork for exposed concrete surfaces shall consist of steel, glassfiber-reinforced plastic, or other acceptable, non-absorptive panel materials that comply with the architectural finish requirements. Formwork shall provide a continuous straight and smooth surface conforming to the joint system as specified on the Architect's drawings. Form material shall have sufficient thickness to withstand pressure of concrete without bow or deflection. A. "A-C or B-B High Density Overlaid Concrete Form", Class 1or better. Refer to Architectural Concrete specifications for further requirements. Legible inspection trademark shall be visible on each piece. 2.2 FORMS FOR UNEXPOSED FINISH CONCRETE A. Unless otherwise specified, formwork used for unexposed concrete surfaces shall be constructed with lumber, plywood, metal or other acceptable material. Lumber shall be dressed on at least two edges and one side for tight fit. 2.3 FORMS FOR TEXTURE FINISHED CONCRETE A. Units of concrete face design, size, arrangement and configuration shall match Architect's control sample. Provide solid backing and form supports to ensure stability of textured form liners. See Architect's drawings, specifications and control sample for special form textured finish concrete. 2.4 FORMWORK COATINGS A. Coatings applied to formwork shall consist of a formulation that will not stain, bond with, nor adversely affect the concrete surfaces. Coatings shall not prevent proper sub-

3 CONCRETE FORMWORK Section Page 3 of 8 sequent treatment of concrete surfaces that require bond or adhesion, nor impede curing with water or curing compounds. Provide a product that has a maximum VOC (Volatile Organic Compounds) of 450 g/l but not greater than that permitted by the local government agency having jurisdiction in the area where the project is located. Products: Subject to compliance with requirements, provide one of the following: "Eucoslip VOX", Euclid Chemical Co. "Enviroform", Conspec Marketing and Manufacturing Co., Inc. 2.5 CYLINDRICAL COLUMNS AND SUPPORTS A. Unless otherwise specified, round section members shall be formed with metal, reinforced plastic, fiberglass, paper or fiber tubes. Paper or fiber tubes shall be constructed of laminated plies using water-resistant adhesive with wax impregnated exterior for weather and moisture protection. Units shall have sufficient wall thickness to resist loads imposed by wet concrete without detrimental deformation. 2.6 FORM TIES Form ties used shall be factory-fabricated, removable or snap-off metal or glass-fiber-reinforced plastic. Form ties shall be designed to resist lateral pressure of fresh concrete on forms and to prevent spalling or cracking of concrete on removal. A. Exposed Surfaces: Furnish units that will leave no corrodible metal closer than 1 inch to the plane of the exposed concrete surface. Furnish ties that, when removed, will leave holes not larger than 1 inch in diameter in concrete surface. B. Exposed to Weather or Unconditioned Space: Provide galvanized form ties in surfaces that will be exposed to weather or in an unconditioned space in the final structure. C. Damproofed Surfaces: Furnish ties with integral water-barrier plates to walls indicated to receive dampproofing or waterproofing. 2.7 FASTENERS AND NAILS A. Only galvanized nails and fasteners shall be used for securing formwork in structures exposed to weather or unconditioned spaces. 2.8 CHAMFER STRIPS A. Provide wood, metal, PVC, or rubber strips, ¾ by ¾ inch, minimum. Coordinate with Architectural requirements. PART 3 - EXECUTION 3.1 FABRICATION AND CONSTRUCTION

4 CONCRETE FORMWORK Section Page 4 of 8 A. Formwork shall be designed, erected, supported, and braced in conformance with ACI 301, and shall support all vertical, lateral, static, and dynamic construction loads that might be applied until the concrete structure can support such loads. B. Formwork shall be constructed and installed so concrete members and structures are of correct shape, size, alignment, elevation and position. Formwork construction tolerances shall conform to ACI 117. C. Forms shall be constructed as to provide sizes, shapes, lines and dimensions shown, and to provide accurate alignment, location, level, grades and plumb work in finished structures. Provide keyways, openings, offsets, recesses, chamfers, blocking, bulkheads, anchorages, inserts and other features required in work. D. Formwork shall be constructed so offset between adjacent pieces of formwork facing material is limited, in compliance with ACI 117 classifications listed below. The offset limits shall apply to both abrupt and gradual variations in the surface. 1. Class A, 1/8 inch, for surfaces prominently exposed to public view in the completed structure. 2. Class B, ¼ inch, for surfaces scheduled to receive stucco, plaster or wainscoting. 3. Class C, ½ inch, for all other surfaces. E. Use selected materials to provide the required finishes. Solidly butt joints and provide back-up at joints to avoid leakage of concrete or cement paste. F. Construct forms for easy removal that does not involve hammering or prying against concrete surfaces. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. G. Form Ties: Unless otherwise specified, provide ties so that the part remaining within concrete after removal is 1 ½ inside the concrete and will not leave holes larger than 1" diameter in concrete surface. H. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use strike-off templates or compacting-type screeds. I. Provide temporary openings where interior area of formwork is inaccessible for cleanout, for inspection before concrete placement, and for placement of concrete. Securely brace temporary openings and patch forms to prevent loss of concrete mortar. Locate temporary openings on forms at inconspicuous locations. J. Provisions for Other Trades: Provide openings in concrete formwork required to accommodate the work of other trades. Locations and sizes shall be coordinated with the other trades.

5 CONCRETE FORMWORK Section Page 5 of CLEANING AND TIGHTENING A. Forms and adjacent surfaces shall be completely cleaned. Remove wood, dirt, debris, and other materials and objects. Ensure formwork is properly tightened prior to concrete pouring, so mortar leakage is avoided. 3.3 RE-USE OF FORMS A. Forms reused in the work shall be cleaned and repaired. Split, or otherwise damaged, facing surfaces will not be approved for use in exposed surfaces. Forms intended for successive concrete pours, shall be properly cleaned. New form coating shall be applied to reused forms. Thin form-coating compounds only with thinning agent of type, and in amount, and under conditions of form-coating compound manufacturer's directions. Do not allow excess form-coating material to accumulate in forms or to come into contact with in-place concrete surfaces against which fresh concrete will be placed. Comply with manufacturer's application instructions. Coat steel forms with a non-staining, rustpreventative form oil or otherwise protect against rusting. Rust-stained steel formwork is not acceptable. 3.4 TOLERANCES A. All tolerances for concrete formwork shall comply with ACI Standard 117, "Standard Tolerances for Concrete Construction and Materials". Before concrete placement the Contractor shall check lines and levels of erected formwork and make any corrections and adjustments as required to ensure proper size and location of concrete members and stability of forming systems. During concrete placement the Contractor shall check formwork and supports to ensure that forms have not displaced and that completed work will be within specified tolerances. B. Before each concrete pour, the Contractor shall engage a qualified surveyor to verify that formwork is installed within specified tolerances. Written report shall be provided by the surveyor to the Architect, Engineer and Contractor certifying that the work is acceptable or indicating any deviations from allowable tolerances. C. The Owner shall hire an independent qualified surveyor to verify the position, elevation and layout of the finished concrete work. The results of each survey shall be sent to the Owner, Architect/Engineer, and Contractor and shall identify any deviation from specified tolerances. All work not in conformance with specified tolerances shall be removed at the Contractor's sole expense if so specified by the Owner. 3.5 SHORES AND SUPPORTS A. Shoring, reshoring and backshoring shall be in conformance with ACI 301, and as required herein, if more stringent. B. Design: Shores and reshores or backshores must be designed to carry all loads transmitted to them. A rational analysis should be used to determine the number of floors to be shored, reshored, or backshored, subject to the minimums stated in the following para-

6 CONCRETE FORMWORK Section Page 6 of 8 graph, and to determine the loads transmitted to the floors, shores and reshores or backshores as a result of the construction sequence. The analysis should consider, but should not necessarily be limited to, the following: 1. Structural design load of the slab or member including live load, partition loads, and other loads for which the engineer designed the slab. The live load reduction factors for the design of certain members are shown on the structural drawings. The reduced live load and an allowance for construction loads shall be taken into consideration when performing the analysis. 2. Dead load weight of the concrete and formwork. 3. Construction live loads, such as placing crews and equipment or stored materials. 4. Design strength of concrete specified. 5. Strength of concrete at time it is required to support shoring loads from above. 6. The distribution of loads between floors, shores, and reshores or backshores at the time of placing concrete, stripping formwork, and removal of reshoring or backshoring. 7. Span of slab or structural member between permanent supports. 8. Type of formwork systems, i.e., span of horizontal formwork components, individual shore loads, etc. 9. Minimum age where appropriate. 10. Alignment of shores. Where possible, Shores for any floor shall be placed directly above previously placed shores so that load will be transferred directly to such shores. 11. Cycle time between placement of successive floors. C. Structures with Three Supported Levels or Less: Extend shoring from soil supported slab or suitable subgrade to uppermost level for structures with three structurally supported levels or less. 3.6 REMOVAL OF FORMS AND SUPPORTS A. Determination by Contractor's Registered Engineer: The Contractor's registered engineer shall determine and submit for Owner's record the time and sequence of formwork and shore removal subject to the criteria as specified below. The submittal shall clearly distinguish between reshoring and backshoring procedures. B. Curing and Stripping Concrete Cylinders: The General Contractor shall be responsible for making and curing stripping concrete cylinders, cured under field conditions, for the

7 CONCRETE FORMWORK Section Page 7 of 8 purpose of determining concrete strength at time of form and shore removal. Such cylinders shall be made by the Contractor and tested by his testing laboratory. C. Records of Weather Conditions: The General Contractor shall be responsible for keeping records of weather conditions to be used in the decision on when to remove forms. D. Formwork Not Supporting Concrete: Formwork not supporting concrete such as sides of beams, walls, columns and similar parts of the structure, may be removed after cumulatively (not necessarily consecutively) curing at not less than 50 F for 12 hours after placing concrete, provided the concrete is sufficiently hard so as not to be damaged by form removal operations and provided curing and protection operations are maintained. If ambient air temperatures remain below 50 F, if retarding agents are used, or if Type II and Type V portland cement is used, then this specified minimum period should be increased as required to safely remove the forms without damage to the concrete. Where such forms also support formwork for slab or beam soffits, the removal times of the latter shall govern. E. Formwork Supporting Weight of Concrete: Formwork supporting weight of concrete such as beam soffits, joists, slabs and other structural elements shall not be removed until concrete has attained at least the following percentages of the design minimum 28 day compressive strength: 75%, but not less than 3,000 psi F. Placing Reshores and Backshores: 1. All shoring operations shall be carried out in accordance with a planned sequence as determined by the Contractor's shoring engineer. 2. Shoring operations shall be performed so that at no time will areas of new construction be required to support combined dead and construction loads in excess of the available strength as determined by the design loads (as specified in the General Notes) and the developed concrete strength (as determined by field cured cylinders) at the time of stripping and reshoring or backshoring. 3. Shores (backshores or reshores) shall not be removed until the structural member supported has sufficient strength to support all applied loads. 4. For backshoring operations, the forms shall be removed in such a manner that individual structural members are not allowed to deflect and carry load. 5. Reshoring operations require that the structural members be strong enough to safely support their own weight before stripping of formwork. 6. For reshoring operations, no structural member shall be overstressed under its own dead weight plus the weight of the floors above and construction loads assigned to the structural member by a rational analysis that accounts for the relative stiffness of each floor with due consideration of concrete age and strength.

8 CONCRETE FORMWORK Section Page 8 of 8 While reshoring is underway, no construction loads shall be permitted on the new construction unless it can safely support the construction loads. 7. Where possible, shores shall be located in the same position on each floor so that they will be continuous in their support from floor to floor. END OF SECTION

9 CONCRETE REINFORCEMENT Section Page 1 of 9 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections apply to this section. 1.2 SUMMARY A. The extent of concrete reinforcement is shown on the drawings. B. The work consists of fabrication and installation of reinforcement for cast-in-place concrete, including bars, ties, supports and mesh reinforcement. It also includes equipment, labor, accessories, services and transportation required for all reinforcement in cast-inplace concrete, specified and shown in the drawings. 1.3 SUBMITTALS A. Shop Drawings: Submit shop drawings for fabrication, bending and placement of all concrete reinforcement steel and accessories for the Engineer's review and approval. Comply with the current accepted requirements of ACI 315 Details and Detailing of Concrete Reinforcement Shop drawings shall be prepared in compliance with Concrete Reinforcing Steel Institute (CRSI) Standards. Shop drawings shall show bar schedules, bent bar diagrams, layout, arrangement, laps and splicing, stirrup spacing. Show building plans with bar sizes, spacing, and quantities for all bars. Details of steel templates for anchor rods of structural steel elements or for dowels of columns or plinths, shall be submitted. B. Product Data: Submit 2 copies of manufacturer s specifications and installation requirements for proprietary materials and accessories. C. Mill Certificates: Submit for record the mill certificates of all reinforcement signed by Contractor and the producer. 1.4 CODES AND STANDARDS A. The following codes and standards shall be complied with, unless more stringent requirements are specified or shown: AWS D1.4/D1.4M CRSI ACI 117 ACI 301 ACI 318 ASTM A36 ASTM A82 Structural Welding Code Reinforcing Steel Manual of Standard Practice Specifications for Tolerances for Concrete Construction and Materials Specifications for Structural Concrete for Buildings Building Code Requirements for Structural Concrete and Commentary Standard Specification for Carbon Structural Steel Standard Specification for Steel Wire, Plain for Concrete Reinforcement

10 CONCRETE REINFORCEMENT Section Page 2 of 9 ASTM A185 ASTM A496 ASTM A497 ASTM A576 ASTM A615 ASTM A706 ASTM A775 ASTM A884 ASTM D3963 Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement Standard Specification for Steel Welded Wire Fabric, Deformed, for Concrete Reinforcement Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement Specification for Low-Alloy Steel Deformed Bars for Concrete Reinforcement" Standard Specification for Epoxy-Coated Reinforcing Steel Bars Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement Standard Specification for Fabrication and Jobsite Handling of Epoxy-Coated Reinforcing Steel Bars 1.5 TESTING AND INSPECTION A. Refer to the Laboratory Testing Section or other sections of these specifications for all tests and inspections required for reinforcing steel. 1.6 PREINSTALLATION CONFERENCE A. The subcontractors placing the reinforcing shall attend the pre-construction, preconcrete meeting discussed in the Specification Section Cast-in-Place Concrete. PART 2 - PRODUCTS 2.1 MATERIALS A. Reinforcement: 1. Reinforcing Steel: All reinforcing steel shall comply with the "Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement," ASTM A615 Grade 60 unless noted otherwise on the drawings. 2. Weldable Reinforcing Steel: All reinforcing steel required to be welded shall comply with ASTM A706 "Specification for Low-Alloy Steel Deformed Bars for Concrete Reinforcement". 3. Epoxy-Coated Reinforcing Steel: Provide where shown on the drawings epoxy coated reinforcing bars conforming to ASTM A775. Bars that are to be epoxy coated shall comply with paragraph 1 above.

11 CONCRETE REINFORCEMENT Section Page 3 of 9 4. Plain Steel Welded Wire Reinforcement: Welded plain-steel wire reinforcement shall comply with "Specification for Welded Steel Wire Fabric for Concrete Reinforcement," ASTM A 185 with a yield strength of 65,000 PSI. It shall be provided only in flat sheets. 5. Deformed-Steel Welded Wire Reinforcement shall comply with "Specification for Welded Deformed Steel Wire Fabric for Concrete Reinforcement," ASTM A 497 with a yield strength of 70,000 PSI. It shall be provided only in flat sheets. 6. Deformed Bar Anchors: Deformed Bar Anchors shall comply with "Specification for Deformed Steel Wire for Concrete Reinforcement", ASTM A496 with a yield strength of 70,000 PSI, minimum. Standard ASTM A 615 Grade 60 or Grade 40 reinforcing bars shall NOT be substituted for deformed bar anchors. 7. Epoxy Coated Deformed-Steel Welded Wire Reinforcement: ASTM A884, Class A, deformed steel. 8. Epoxy-Coated Plain-Steel Wire: ASTM A884,Class A, plain-steel wire. 9. Joint Dowel Bars: Smooth bars used to dowel across slab-on-grade construction joints shall comply with ASTM A615, Grade 40 or A36, plain-steel bars. Bars shall be cut true to length with square ends. 10. Dowel Bar Sleeves: Plastic or gage metal (26 ga. min.) sleeves with an inside diameter of 1/16 inch greater than the dowel bar that it encases, that have the strength, durability, and design to provide free movement of the dowel relative to the concrete slab and that are specifically manufactured for this purpose. 11. Tie Wire shall be annealed steel tie wire, minimum 16 gauge. In architectural concrete and exposed concrete, only plastic coated or stainless steel tie wire shall be used. B. Supports for Reinforcement, including chairs, spacers and other components shall be provided to support, fasten and space reinforcement, and shall comply with CRSI recommendations. 1. Exposed to View Concrete: Provide supports with legs which are plastic protected (CRSI, Class 1) or stainless steel protected (CRSI, Class 2). 2. Slabs-on-Grade: Use supports with sand plates or horizontal runners designed for use on ground. C. Coating Repair Materials: Repair damaged areas of epoxy-coated reinforcement using the following products. 1. Epoxy Repair Coating: Liquid, two-part and compatible with epoxy coating on reinforcement and conforming to ASTM A775.

12 CONCRETE REINFORCEMENT Section Page 4 of SPLICES A. Tension Splices: Concrete members with mechanical anchorage splices developing 125% of the yield strength in tension shall have vertical bars with shear cut, flame cut, or saw cut ends. The following are acceptable mechanical anchorage splices: "Cadweld-Series C", Erico Products, Inc. "Lenton Coupler", Erico Products, Inc. Bar-Grip and ZAP Screwlok, BarSplice Products, Inc. BarLock, S-Series and L-Series, MBT Coupler System, Inc. Or other product approved by Engineer. All splices shall be approved by the ICBO and have ICBO Technical Report submitted for Engineer s review. B. Members with end bearing compression splices shall have bars saw cut for true bearing. Bar ends shall terminate in flat surfaces within 1 1/2 degrees of a right angle to the bar axis and shall be fitted within 3 degrees of full bearing after installation. Splice bars shall be held in concentric contact by a suitable device. The following are acceptable end bearing compression devices: "Speed Sleeve", Erico Products, Inc. "G-Loc", BarSplice Products, Inc. or other product approved by Engineer. All splices shall be approved by the International Conference of Building Officials (ICBO) and shall have the ICBO Technical Report submitted for Engineer s review. C. Splice Type and Lap Lengths: Refer to drawings for splice type and lap lengths. Lap splice lengths for unscheduled bars not shown on the drawings shall be a minimum of 30 bar diameters. D. Dowel Bar Replacement: All reinforcing steel bars shown on the drawings crossing concrete construction joint surfaces with inserts flush against the form and having dowels connected to the insert in a subsequent concrete pour shall comply with the following: 1. Splice connection at insert shall develop the full tensile capacity of the reinforcing steel. 2. Acceptable products: "Lenton Form Saver", tapered thread dowel and insert, Erico Products, Inc. "Dowel Bar Splicer", dowel bar substitution and rebar splice system (DB-SAE Splicer), Dayton/Richmond, Inc. or other product approved by Engineer.

13 CONCRETE REINFORCEMENT Section Page 5 of 9 All splices shall be approved by the ICBO and have ICBO Technical Report submitted for Engineer s review. E. Hooked Anchorage Replacement: Reinforcing bar terminations shall be fabricated out of ASTM A576 material and shall develop the full yield strength of the bar when placed at the manufacturer s required depth. The bar and the terminating device shall be connected as to develop 125% of the yield strength of the bar. Acceptable products: Lenton Terminator, Erico Products, Inc. Grip-Twist Rebar Terminations, BarSplice Products, Inc. or other product approved by Engineer. All splices shall be approved by the ICBO and have ICBO Technical Report submitted for Engineer s review. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine bars to verify they have not been covered with mud, grease or similar cotating. Examine conditions under which bars are installed. Unsatisfactory conditions shall be corrected before proceeding. Bars shall NOT be heated to bend them. Any epoxycoated reinforcement that is damaged, shall be repaired per ASTM D3963. B. Notify the Architect when reinforcement installation for a concrete pour is near completion, so work may be observed. 3.2 INSTALLATION A. Comply with CRSI recommendations for "Placing Reinforcing Bars" for methods to install reinforcing components. B. Comply with specified minimum coverage for concrete protection. C. Mill scale, rust, and other materials shall be remove from reinforcing before installation and prior to pouring concrete. D. Spread footing reinforcement support: 1. Bottom Steel: Bottom reinforcement shall be supported on slab bolsters spaced at 48 centers or less. Bolsters shall be designed for soil-supported slabs and that comply with specified clearances. 2. Top Steel reinforcement shall be supported on either steel angle frames braced in both directions or on special standee support bars. Spacing shall not exceed 48 centers, each way. Contractor shall be responsible for the design of the support steel. Specified reinforcement clearances shall be provided.

14 CONCRETE REINFORCEMENT Section Page 6 of 9 E. Comply with specified minimum coverage for concrete protection. F. Welded wire reinforcement shall be provided and installed in flat sheets. Adjacent pieces shall be lap spliced with at least one full mesh square plus two inches. Offset end laps to prevent continuous laps in either direction. G. Dowels at Slab-on-Grade Joints: dowels shall be on soil supported bolsters independent of the slab rebar supports. The exposed end of the dowels shall be coated with grease, form oil or use dowel bar sleeves fabricated specifically to prevent bonding of dowel to concrete. H. Install moisture barrier or waterproofing membrane prior to installing reinforcement in slabs on grade. I. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-coated reinforcement. Repair damaged epoxy coatings complying with ASTM D3963. J. Extend reinforcement continuous through construction joints unless noted otherwise the drawings. K. Additional reinforcement at sleeves and openings shall be provided as shown on the drawings. For sleeves or openings not shown on the drawings, consult Engineer for reinforcement requirement and provide at no additional cost to the Owner. 3.3 REINFORCING STEEL SPACING AND COVERAGE A. Reinforcing steel coverage should comply with the requirements below. These are minimum covers that may need to be increased where reinforcement intersects for different members. Unless noted otherwise on the drawings, cover for structural members not specified below shall comply with ACI , Section 7.7: 1. Foundation Members a. Foundation Retaining Walls - 2" both faces b. Sump Walls, Pit Walls - 2" both faces c. Spread Footings, Combined Footings - 3" bottom and sides, 2" top d. Interior Slab on Grade - 1" top cover for one layer of steel - 1" top cover, 3" bottom cover for two layers of steel e. Exterior Slab on Grade - 2" top cover for one layer of steel - 2" top cover, 3" bottom cover for two layers of steel 2. Mild Reinforced Members, Exterior Exposure (unconditioned air space) a. Structural Slabs - 2" top cover, 2" bottom cover b. Beams, Girders - 2 3/4" top cover, 2" side cover,

15 CONCRETE REINFORCEMENT Section Page 7 of 9 2" bottom cover, (to primary steel and stirrups) c. Columns - 2" (including ties) d. Walls - 2" (including ties where used) 3. Mild Reinforced Members, Interior Exposure (air conditioned space) a. Structural Slabs - 3/4" top, 3/4" bottom b. Beams, Girders - 1 3/4" top cover, 1 1/2" side cover, 1 1/2" bottom cover (including primary steel and stirrups) c. Columns - 1 1/2" (including column ties) d. Shear Walls, Interior Walls - 1 1/2" (including ties where used) The reinforcing steel detailer shall adjust reinforcing steel cage sizes at intersecting structural members as required to allow clearance for intersecting reinforcing bar layers with minimum specified cover. B. Comply with the requirements of ACI , Section 7.6, for reinforcing steel spacing. 3.4 REINFORCEMENT SPLICES A. Provide splice type (tension lap splice, compression lap splice, compression end bearing splice, or mechanical anchorage tension splice) as shown on the drawings. Splice reinforcement bars only where shown on the structural drawings and approved shop drawings. Splices not scheduled on the drawings or authorized the Engineer in writing will not be accepted. B. Unless detailed otherwise on the drawings, all reinforcement lap splices shall be contact lap splices. Proper cover between reinforcement bars shall be maintained at splices. C. Splices with a minimum of 30 bar diameters shall be used where laps are not otherwise specified. Lap welded wire fabric a minimum of one full wire mesh plus two inches. D. Mechanical tension splices shall be installed in complete adherence to manufacturer s requirements. 3.5 SHRINKAGE AND TEMPERATURE REINFORCEMENT A. Provide shrinkage and temperature reinforcement (as required by ACI 318) at right angles to main top and bottom bars for all structural slabs unless detailed otherwise on the drawings. 3.6 WELDING REINFORCEMENT STEEL A. Reinforcement welding is only allowed where specifically shown on the drawings. All welding shall conform to AWS D1.4 "Structural Welding Code - Reinforcing Steel".

16 CONCRETE REINFORCEMENT Section Page 8 of 9 Only weldable reinforcing steel conforming to ASTM A706 or deformed bar anchors conforming to ASTM A496 shall be permitted. ASTM A615 bars shall NOT be welded for structural use. B. Scheduled or detailed reinforcing steel shall not be tack welded for any reason. 3.7 PLACEMENT OF COLUMN DOWELS AND ANCHOR BOLTS A. Use 1/8" thick steel templates to properly install dowels for columns, plinths or anchor rods. 3.8 MECHANICAL AND PLUMBING REQUIREMENTS A. Refer to Mechanical and Plumbing drawings for formed concrete that requires reinforcement. Such reinforcing steel shall be provided as part of the work of this section. 3.9 REINFORCEMENT IN TOPPING SLABS A. All topping slabs shall be reinforced with welded smooth wire reinforcement minimum 6 x 6 - W1.4 x W1.4, unless otherwise noted on the drawings REINFORCEMENT IN HOUSEKEEPING PADS A. Unless otherwise noted on the drawings, place welded smooth wire reinforcement 6 x 6 - W2.9 x W2.9 minimum in all housekeeping pads supporting mechanical equipment WELDED WIRE REINFORCEMENT INSTALLATION A. Wherever welded wire reinforcement is specified as reinforcement in slabs, it shall be continuous and properly lapped one full mesh plus two inches across the entire concrete surface and not interrupted by beams REINFORCEMENT IN COMPOSITE METAL DECK SLAB A. Composite metal deck slabs shall be reinforced as shown on the drawings. The minimum reinforcement of slabs (scheduled or not on the drawings) shall be either 6 x 6- W2.5 x W2.5 or 18 on centers, each way. B. Extra Reinforcement Over Girders: Provide 1. Additional #3 at 12" on center x 3'-0" long tied to (2)-#5 continuous cross bars chaired at 48" on center at all interior and exterior girders supporting floor beams. Reinforcement top cover shall be 3/4". C. Placement of Slab Reinforcement:

17 CONCRETE REINFORCEMENT Section Page 9 of 9 1. Temperature Welded Wire Reinforcement: Provide 3/4" clear cover from the top of the slab to welded wire reinforcement. Support welded wire reinforcement on #4 supports bars parallel to the deck flutes at 48 on center that are supported by high chairs at 48 on center. High chairs shall be manufactured specifically for metal deck REINFORCEMENT AROUND OPENINGS IN COMPOSITE METAL DECK SLABS A. For all openings in metal deck not framed with structural steel and greater than 10" in width in either direction, provide 1 - #5 x opening width plus 4'-0" in a direction perpendicular to deck ribs at each side of opening with bars bearing on top of ribs and 2 - #5 x deck span plus 1'-0" past nearest support beam at each side of opening chaired 3/4" up from bottom of nearest deck rib running beside the opening from support to support. END OF SECTION

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19 CAST-IN-PLACE CONCRETE Section Page 1 of 39 PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections apply to this section. 1.2 SUMMARY A. The work of this section includes all labor, materials, equipment, hardware and services required as related to forming, supply and pouring of cast-in-place concrete work. The extent of concrete work is shown on drawings, including notes, details and schedules, which show size and location of members and types of concrete. B. Concrete Reinforcement, Formwork and Precast Concrete are specified in other Division-3 sections. C. Refer to Division 2 for Concrete paving and walks. 1.3 SUBMITTALS A. Mix Designs: Submit mix designs for each class of concrete required for the project as specified herein. Submit the qualifying test data that supports each mix design as required herein. For any concrete mix that contains fly ash, submit evidence of satisfactory performance of the mix on past projects using the same percentage level of fly ash replacement with identical sources of materials. B. Product Data: Submit manufacturer's product data with application and installation instructions for proprietary materials and items, including admixtures, patching compounds, epoxies, grouts, waterstops, joint systems, curing compounds, dry-shake finish materials, hardeners, sealers and others as requested by Architect/Engineer. C. Surveys: Submit report certifying that all anchor rods and reinforcing dowels into columns above are in their proper location prior to placing of concrete. D. Samples: Submit samples of materials specified if requested by Architect/Engineer, including names, sources and descriptions. E. Minutes of preconstruction conference. F. Material and Mill Certificates: Provide material and mill certificates as specified herein and in the Testing Laboratory section of the Specifications. The Manufacturer and Contractor shall sign the material and mill certificates certifying that each material item complies with specified requirements. Provide certification from admixture manufacturers that chloride ion content complies with specified requirements. G. Construction Joints: Submit drawing of proposed construction joint locations in concrete for slab on grade, structural floors, and walls. Submit any additional or changed

20 CAST-IN-PLACE CONCRETE Section Page 2 of 39 reinforcing that is required at construction joints that differs from that shown on the drawings. 1.4 CODES AND STANDARDS A. The following Standards are listed in this specification: ASTM A36 Specification for Carbon Structural Steel ASTM A153 Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware ASTM A193-B7 Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature Services ASTM A307 Specification for Carbon Steel Bolts and Studs, psi Tensile Strength ASTM A354 Standard Specification for Quenched and Tempered Alloy Steel Bolts, Studs, and Other Externally Threaded Fasteners ASTM A563 Standard Specification for Carbon and Alloy Steel Nuts ASTM A572 Standard Specification for High Strength Low-Alloy Columbium-Vanadium Structural Steel ASTM A588 Standard Specification for High-Strength Low-Alloy Structural Steel with 50 ksi Minimum Yield Point to 4 in. Thick ASTM C33 Standard Specification for Concrete Aggregates ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C94 Specification for Ready Mixed Concrete ASTM C150 Specification for Portland Cement ASTM C157 Test Method for Length Changes of Hardened Hydraulic Cement Mortar and Concrete ASTM C192 Practice for Making and Curing Concrete Test Specimens in the Laboratory ASTM C260 Specification for Air-Entraining Admixtures for Concrete ASTM C309 Specification for Liquid Membrane-Forming Compounds for Curing Concrete ASTM C330 Standard Specification for Lightweight Aggregates for Structural Concrete ASTM C418 Test Method for Abrasion Resistance of Concrete by Sandblasting ASTM C494 Standard Specification for Chemical Admixtures for Concrete ASTM C578 Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation ASTM C595 Standard Specification for Blended Hydraulic Cements ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete ASTM C881 Specification for Epoxy-Resin-Base Bonding Systems for Concrete

21 CAST-IN-PLACE CONCRETE Section Page 3 of 39 ASTM C989 ASTM C1107 ASTM C1116 ASTM C1157 ASTM C1218 ASTM C1240 ASTM C1315 ASTM D448 ASTM D1751 ASTM D1752 ASTM D2240 ASTM D4397 ASTM D4745 ASTM E154 ASTM E1155 ASTM E 1643 ASTM E1745 ASTM F1554 Standard Specification for Ground Granulated Blast- Furnace Slag for Use in Concrete and Mortars Standard Specification for Packages Dry, Hydraulic-Cement Grout (Non-Shrink) Standard Specification for Fiber-Reinforced Concrete and Shotcrete Standard Performance Specification for Hydraulic Cement Test Method for Water-Soluble Chloride in Mortar and Concrete Standard Specification for Silica Fume for Use as a Mineral Admixture in Hydraulic-Cement Concrete, Mortar, and Grout Specification for Liquid Membrane-Forming Compounds Having Special Properties for Coring and Sealing Concrete Classification for Sizes of Aggregate for Road and Bridge Construction Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) Standard Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction Test Method for Rubber Property Durometer Hardness Standard Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications Specification for Filled Compounds of Polytetrafluoroethylene (PTFE) Molding and Extrusion Materials Test Methods for Water Vapor Retarders Used in Contact with Earth Under Concrete Slabs, on Wall, or as Ground Cover Standard Test Method for Determining Floor Flatness and Levelness Using the F-Number System Standard Practice for Installation of Water Vapor Retarders used in Contact with Earth or Granular Fill Under Concrete Slabs. Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength 1.5 QUALIFICATIONS A. The concrete contractor shall have a minimum of five years of experience with installation of concrete similar in design, material and extent to that specified for this project, and who has a record of successful construction, performance and service. B. The concrete supplier shall have a minimum of five years of experience in producing ready-mixed concrete products conforming to ASTM C94 requirements for production

22 CAST-IN-PLACE CONCRETE Section Page 4 of 39 facilities and equipment. The supplier must be certified according to the National Ready Mixed Concrete Association's Certification of Ready Mixed Concrete Production Facilities. 1.6 QUALITY ASSURANCE The Contractor shall be responsible for quality control and quality assurance, including materials and workmanship provided by his suppliers and subcontractors. A. Unless more stringent requirements are specified, the following codes and standards must me followed: 1. ACI "Specifications for Structural Concrete for Buildings". 2. ACI 'Specifications for Tolerances for Concrete Construction and Materials." 3. ACI " Building Code Requirements for Reinforced Concrete". 4. Concrete Reinforcing Steel Institute (CRSI), "Manual of Standard Practice". B. Inspection and Testing of the Work: Materials and installed work may require testing and retesting, as directed by the Architect/Engineer, at any time during progress of work. Tests, not specifically indicated to be done at the Owner's expense, including retesting of rejected materials and installed work, shall be done at the Contractor's expense. See Testing Laboratory section of the Specifications. Inspection or testing by the Owner does not relieve the Contractor of his responsibility to perform the Work in accordance with the Contract Documents. C. Document Conflict and Precedence: In case of conflict among documents, including architectural and structural drawings and specifications, notify the Architect/Engineer prior to submitting proposal. In case of conflict between and/or among the structural drawings and specifications, the strictest interpretation shall govern, unless specified otherwise in writing by the Architect/Engineer. D. Concrete Strength level of an individual class of concrete shall be considered satisfactory if both of the following requirements are satisfied: 1. The average of all sets of three consecutive strength tests equal to or exceed the required compressive strength, f'c. 2. No individual strength test falls below the required f'c by more than 500 psi. A strength test shall be defined as the average strength of two cylinder breaks tested at the strength age indicated on the drawings for that class of concrete. E. Survey for Anchor Rods and Reinforcement Dowels: The Contractor shall use a qualified, licensed land surveyor to lay out the proper location of all embedded anchor rods

23 CAST-IN-PLACE CONCRETE Section Page 5 of 39 and reinforcement dowels for columns above before they are encased in concrete. The surveyed locations of such elements shall be submitted to the Architect/Engineer for record. F. Selection and Use of Concrete Admixtures and Chemical Treatments: The Contractor shall be responsible for selecting admixtures and surface treatments that are compatible with the intended use of the concrete including all final surface treatments called for within this or other specifications or on the structural or architectural drawings. The Contractor is responsible for following the manufacturer's requirements and instructions for the use of their product including abiding by any limitations defined by the manufacturer on the use of any of its products. 1.7 PREINSTALLATION CONFERENCES A. Mix Design Conference: At least 30 days before the submittal of concrete design mixes, the Contractor shall hold a meeting to review the detailed requirements for preparing the concrete mix designs. Participants shall include representatives from the Contractor, Owner's Testing Laboratory, Concrete Supplier, and Engineer. B. Pre-Concrete Conference: 1. At least 7 days before starting concrete work, the Contractor shall hold a meeting to review the proposed mix designs and to discuss required methods and procedures to produce concrete construction of the required quality. Also review requirements for submittals, and availability of materials. Establish work schedule and procedures for inspection, testing and certifications of materials. 2. The Contractor shall require responsible representatives of every party who is concerned with the concrete work to attend the conference, including but not limited to the following: Contractor's Superintendent Concrete Subcontractor Laboratory responsible for the concrete design mix Laboratory responsible for field quality control Ready-Mix Concrete Producer Owner's and Architect's/Engineer's Representative 3. The Contractor shall record and type Meeting Minutes and distribute them to all pertinent parties, within 5 days of the meeting. One copy for information purposes, shall be distributed to the Owner s representative, the Architect and the Engineer-of-Record. 4. The Engineer shall be present at the conference. The Contractor shall notify the Engineer at least 7 days prior to the scheduled date of the meeting.

24 CAST-IN-PLACE CONCRETE Section Page 6 of COORDINATION OTHER WORK AND TRADES A. Provide for installation of anchor rods, hangers, blocking, and other features and components required for attachment of work. Coordinate with other trades, as needed, prior to casting concrete. Sleeves shall not be installed in concrete slabs, beams or columns except where shown on the drawings or upon written approval of the Architect/Engineer. PART 2 - PRODUCTS 2.1 CONCRETE MATERIALS Class and Strength of concrete required are shown on the drawings. A. Portland Cement: ASTM C 150, Type I or Type III, unless otherwise approved by the Architect/Engineer. For concrete exposed to salt air or salt water, provide Type II or Type V cement. Use one brand of cement, for each class of concrete, throughout the project, unless approved otherwise by the Architect/Engineer and the Owner's Testing Laboratory. Submit mill certificates certifying conformance to this specification for each brand and type of cement. B. Normal weight aggregates shall conform to ASTM C33, and as herein specified. Submit material certificates certifying conformance to this specification for each source of aggregate. 1. If required by the provisions of this specification in the section entitled Proportioning and Design of Concrete Mixes, submit certification that aggregate does not contain any deleterious materials that react with alkalis in the concrete mix to cause excessive expansion of the concrete for concrete that is exposed to wetting, has extended exposure to humid atmosphere, or is in contact with moist ground. This includes the exposed concrete walls and other exposed concrete surfaces. C. Lightweight aggregates shall conform to ASTM C330. Submit material certificates certifying conformance to this specification for each source of aggregate. D. Low-alkali cement: Cement that has the additional requirement that equivalent akalies (Na 2 O K 2 O) do not exceed 0.60% according to ASTM C150-00, Table 2. E. Fly Ash: ASTM C 618, Class C or F. Coordinate with architectural concrete specifications for locations where not acceptable. F. Water: Clean, fresh, drinkable, free of oils, organic matter, acids or other matter deleterious to concrete.

25 CAST-IN-PLACE CONCRETE Section Page 7 of 39 G. Air-Entraining Admixture: ASTM C260. Provide air entrainment as specified in Table of ACI in all concrete exposed to freezing and thawing. Interior steel troweled surfaces subjected to vehicular traffic shall not have more than 3% entrained air. Surfaces scheduled to receive hardeners shall not have more than 3% entrained air. Furnish one of the following products and manufacturers, provided they comply with requirements: "Darex-AEA" or "Daravair"; W. R. Grace & Co. "MBAE90" or "Micro-Air"; Master Builders "Sika AER"; Sika Corporation Submit manufacturer's certification that product complies with specified requirements and that is compatible with all other admixtures to be used. H. Water-Reducing Admixture: ASTM C494, Type A. See maximum permissible chloride ion content in concrete specified below. Furnish one of the following products and manufacturers, provided they comply with requirements: "Pozzolith 322N" or "Polyheed 997"; Master Builders "Plastocrete 161"; Sika Chemical Corp. "Eucon WR-75 or WR-91"; The Euclid Chemical Company, Inc. Submit manufacturer's certification that product complies with specified requirements and that is compatible with all other admixtures to be used. I. Mid-Range Water-Reducing Admixture: ASTM C494, Type A and Type F. See maximum permissible chloride ion content in concrete specified below. Furnish one of the following products and manufacturers, provided they comply with requirements: Polyheed 997, Master Builders Eucon MR, The Euclid Chemical Company, Inc. Mira 70, W.R. Grace & Co. Submit manufacturer's certification that product complies with specified requirements and that is compatible with all other admixtures to be used. J. High-Range Water-Reducing Admixture (Super Plasticizer): ASTM C494, Type F or Type G. See maximum permissible chloride ion content in concrete specified below. Furnish one of the following products and manufacturers, provided they comply with requirements: "ADVA" or "Daracem"; W.R. Grace & Co.