Attachment_4_-_SECTION_033000_CAST_IN_PLACE_CONCRETE.DOC

Copyright 2017 by The American Institute of Architects (AIA)

Exclusively published and distributed by AVITRU, LLC for the AIA

SECTION 033000

CAST-IN-PLACE CONCRETE

Revise this Section by deleting and inserting text to meet Project-specific requirements.

This Section uses the term "Architect." Change this term to match that used to identify the design professional as defined in the General and Supplementary Conditions.

Verify that Section titles referenced in this Section are correct for this Project's Specifications; Section titles may have changed.

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes cast-in-place concrete, including formwork, reinforcement, concrete materials, mixture design, placement procedures, and finishes.

B. Related Requirements:

Retain subparagraph below to cross-reference requirements Contractor might expect to find in this Section but are specified in other Sections.

1. N/A

1.2 ACTION SUBMITTALS

A. Product Data: For each type of product.

Design mixtures in "Design Mixtures" Paragraph below are usually considered to be an action submittal.

B. Design Mixtures: For each concrete mixture.

C. Steel Reinforcement Shop Drawings: Placing Drawings that detail fabrication, bending, and placement.

1.3 INFORMATIONAL SUBMITTALS

Retain "Material certificates" Paragraph below to require submittal of material certificates from manufacturers.

A. Material certificates.

Retain "Material test reports" Paragraph below for material test reports that are Contractor's responsibility.

B. Material test reports.

C. Formwork Shop Drawings: Prepared by or under the supervision of a qualified professional engineer, detailing fabrication, assembly, and support of formwork.

Retain first paragraph below if Contractor engages testing agency for measuring floor surface flatness and levelness.

D. Floor surface flatness and levelness measurements indicating compliance with specified tolerances.

1.4 QUALITY ASSURANCE

A. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C94/C94M requirements for production facilities and equipment.

Retain subparagraph below if required.

1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."

Retain "Testing Agency Qualifications" Paragraph below if Contractor retains testing agency for concrete mixture design, material test reports, or field quality control. Retain option if field quality-control testing agency employed by Contractor must be approved by authorities having jurisdiction.

B. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, qualified according to ASTM C1077 and ASTM E329 for testing indicated.

1.5 PRECONSTRUCTION TESTING

A. Preconstruction Testing Service: Engage a qualified testing agency to perform preconstruction testing on concrete mixtures.

1.6 FIELD CONDITIONS

A. 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 otherwise specified and approved in mixture designs.

B. Hot-Weather Placement: Comply with ACI 301 (ACI 301M) and ACI 305.1.

PART 2 - PRODUCTS

Manufacturers and products listed in SpecAgent and MasterWorks Paragraph Builder are neither recommended nor endorsed by the AIA or AVITRU. Before inserting names, verify that manufacturers and products listed there comply with requirements retained or revised in descriptions and are both available and suitable for the intended applications. For definitions of terms and requirements for Contractor's product selection, see Section 016000 "Product Requirements."

2.1 CONCRETE, GENERAL

A. ACI Publications: Comply with the following unless modified by requirements in the Contract Documents:

1. ACI 301 (ACI 301M).

2. ACI 117 (ACI 117M).

2.2 FORM-FACING MATERIALS

A. Smooth-Formed Finished Concrete: Form-facing panels that provide continuous, true, and smooth concrete surfaces. Furnish in largest 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 two edges and one side for tight fit.

2.3 STEEL REINFORCEMENT

Revise this article to suit steel reinforcement requirements; delete if not required.

A. Reinforcing Bars: ASTM A615/A615M, Grade 60 (Grade 420), deformed.

Retain "Low-Alloy-Steel Reinforcing Bars" Paragraph below for reinforcement that is welded or if added ductility is sought.

Retain "Galvanized Reinforcing Bars" Paragraph below for galvanized-steel reinforcement. Retain type of reinforcement from first set of options and zinc coating class from second set. Class I has at least 50 percent more zinc weight than Class II.

Retain "Epoxy-Coated Reinforcing Bars" Paragraph below for epoxy-coated steel reinforcement. Retain type of reinforcement from first set of options and epoxy-coated product from second set. ASTM A775/A775M bars are usually epoxy coated before fabrication; ASTM A934/A934M bars are epoxy coated after fabrication and should not be field bent or rebent.

B. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded-wire reinforcement in place. Manufacture bar supports from steel wire, plastic, or precast concrete according to CRSI's "Manual of Standard Practice."

2.4 CONCRETE MATERIALS

A. Cementitious Materials:

Retain type and color of portland cement from options in "Portland Cement" Subparagraph below.

1. Portland Cement: ASTM C150/C150M, Type I, gray Retain supplementary cementing materials in "Fly Ash" and "Slag Cement" subparagraphs below if permitted. Ready-mix-concrete manufacturer blends these materials with portland cement. Fly ash, slag cement, or pozzolanic materials may slow rate of concrete strengthening and affect color uniformity. Availability of Class F fly ash predominates over Class C fly ash.

2. Fly Ash: ASTM C618, Class F

Retain "Blended Hydraulic Cement" Subparagraph below if factory-blended hydraulic cement is permitted; verify availability of options before specifying. Fly ash, slag cement, or pozzolanic materials in the nonportland cement part of blended hydraulic cement may slow rate of concrete strengthening and affect color uniformity. Insert ASTM C1157 if acceptable.

Retain class of aggregate from options in "Normal-Weight Aggregates" Paragraph below or revise to suit Project. ASTM C33/C33M limits deleterious substances in coarse aggregate, depending on climate severity and in-service location of concrete. Classes in first set of options are ASTM C33/C33M default classes for concrete exposed to weather for Severe, Moderate, and Negligible weathering regions, respectively. Revise first two options to Class 4S or 4M if concrete is exposed to frequent wetting. Retain last option if damage caused by concrete expansion from alkali silica or alkali carbonate reactions is anticipated.

B. Normal-Weight Aggregates: ASTM C33/C33M, graded.

Retain coarse-aggregate size from three options in "Maximum Coarse-Aggregate Size" Subparagraph below; insert gradation requirements if preferred. Aggregate size limits relate to spacing of steel reinforcement, depth of slab, or thickness of concrete member.

1. Maximum Coarse-Aggregate Size: 1-1/2 inches (38 mm) nominal.

Retain "Fine Aggregate" Subparagraph below if optional restriction for fine aggregate in ASTM C33/C33M is required.

2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.

Retain "Lightweight Aggregate" Paragraph below if using lightweight aggregate for structural lightweight concrete. Retain size limit from four options below.

C. Air-Entraining Admixture: ASTM C260/C260M.

D. Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and that do not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

Retain one or more chemical admixtures from "Water-Reducing Admixture," "Retarding Admixture," "Water-Reducing and Retarding Admixture," "High-Range, Water-Reducing Admixture," "High-Range, Water-Reducing and Retarding Admixture," and "Plasticizing and Retarding Admixture" subparagraphs below.

1. Water-Reducing Admixture: ASTM C494/C494M, Type A.

2. Retarding Admixture: ASTM C494/C494M, Type B.

3. Water-Reducing and Retarding Admixture: ASTM C494/C494M, Type D.

4. High-Range, Water-Reducing Admixture: ASTM C494/C494M, Type F.

5. High-Range, Water-Reducing and Retarding Admixture: ASTM C494/C494M, Type G.

6. Plasticizing and Retarding Admixture: ASTM C1017/C1017M, Type II.

Insert other admixtures, such as integral waterproofing admixtures, in "Water" Paragraph below if required.

E. Water: ASTM C94/C94M.

2.5 RELATED MATERIALS

Retain one or all options in "Expansion- and Isolation-Joint-Filler Strips" Paragraph below. Joint-filler strips are used in floor isolation joints.

A. Expansion- and Isolation-Joint-Filler Strips: ASTM D1751, asphalt-saturated cellulosic fiber.

2.6 CONCRETE MIXTURES, GENERAL

A. 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).

Retain "Cementitious Materials" Paragraph below if required for replacing part of the portland cement, which would otherwise be used in concrete, with other cementitious materials.

B. Cementitious Materials: Use fly ash, pozzolan, slag cement, and silica fume as needed to reduce the total amount of portland cement, which would otherwise be used, by not less than 40 percent.

C. Admixtures: Use admixtures according to manufacturer's written instructions.

Revise four subparagraphs below to suit Project; delete if not required.

1. Use water-reducing 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 placement conditions.

3. Use water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs and parking structure slabs, concrete required to be watertight, and concrete with a w/c ratio below 0.50.

2.7 CONCRETE MIXTURES FOR FENCE POSTS

A. Normal-Weight Concrete:

Retain strength from five options in "Minimum Compressive Strength" Subparagraph below or revise to suit Project.

1. Minimum Compressive Strength: 2500 psi (27.6 MPa) at 28 days.

Retain w/c ratio from three options in "Maximum W/C Ratio" Subparagraph below, revise to suit Project, or delete if in-service durability conditions are benign and limits on w/c ratio are not required. Coordinate w/c ratio with compressive strength. See the Evaluations for discussion.

2. Maximum W/C Ratio: 0.50

3. Retain slump limit from three options in "Slump Limit" Subparagraph below or revise to suit Project.

4. Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).

Retain one or more "Air Content" subparagraphs below. Percentages in options in first two subparagraphs are default air contents required by ACI 301 (ACI 301M) for severe exposure.

5. Air Content: 2.5 percent, plus or minus 1.5 percent at point of delivery for 1-1/2-inch (38-mm) nominal maximum aggregate size.

2.8 CONCRETE MIXTURES FOR SLAB ON GRADE

A. Normal-Weight Concrete:

Retain strength from five options in "Minimum Compressive Strength" Subparagraph below or revise to suit Project.

1. Minimum Compressive Strength: 3500 psi (27.6 MPa) at 28 days.

Retain w/c ratio from three options in "Maximum W/C Ratio" Subparagraph below, revise to suit Project, or delete if in-service durability conditions are benign and limits on w/c ratio are not required. Coordinate w/c ratio with compressive strength. See the Evaluations for discussion.

2. Maximum W/C Ratio: 0.50

3. Retain slump limit from three options in "Slump Limit" Subparagraph below or revise to suit Project.

4. Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).

Retain one or more "Air Content" subparagraphs below. Percentages in options in first two subparagraphs are default air contents required by ACI 301 (ACI 301M) for severe exposure.

5. Air Content: 2.5 percent, plus or minus 1.5 percent at point of delivery for 1-1/2-inch (38-mm) nominal maximum aggregate size.

6. Broom Finish Air content in "Air Content" Subparagraph below is maximum recommended by ACI 302.1R for trowel-finished floors.

Synthetic-micro-fiber dosage rates in "Synthetic Micro-Fiber" Subparagraph below reflect typical recommendations of manufacturers. Retain first option for minimum dosage of synthetic micro-fiber used for reducing plastic shrinkage cracking. Retain second option or increase dosage for synthetic micro-fiber used for improving hardened concrete properties.

2.9 FABRICATING REINFORCEMENT

A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."

2.10 CONCRETE MIXING

Retain option in "Ready-Mixed Concrete" Paragraph below if steel or synthetic fibers are required.

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C94/C94M, and furnish batch ticket information.

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 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.1 FORMWORK INSTALLATION

A. Design, erect, shore, brace, and maintain formwork, according to ACI 301 (ACI 301M), to support vertical, lateral, static, and dynamic 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, within tolerance limits of ACI 117 (ACI 117M).

Retain one of two options in first paragraph below. ACI 301 (ACI 301M) requires chamfers unless otherwise specified.

C. Chamfer exterior corners and edges of permanently exposed concrete.

3.2 EMBEDDED ITEM INSTALLATION

Specify embedded items and anchorage devices for other work attached to or supported by cast-in-place concrete. Insert specific requirements for installing embedded items, if any, that are part of the Work.

A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.

3.3 STEEL REINFORCEMENT INSTALLATION

A. 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.

3.4 JOINTS

Coordinate joint types, description, and location with Drawings. Joint types are consolidated in this article for consistency rather than for strict sequence of installation.

A. General: Construct joints true to line with faces perpendicular to surface plane of concrete.

Revise criteria for locating construction joints in "Construction Joints" Paragraph below to suit Project.

B. Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by COR.

Insert spacing of contraction (control) joints here or on Drawings if required. Contraction-joint spacings vary with slab thickness, aggregate size, and slump based on PCA's recommendations. Depth of joint may be varied to suit cutting method or if steel-fiber reinforcement is used.

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-third of concrete thickness as follows:

Retain type of joint-forming method from "Grooved Joints" and "Sawed Joints" subparagraphs below or retain both subparagraphs as Contractor's option. Insert joint spacing if not indicated on Drawings.

1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint to a radius of 1/8 inch (3.2 mm). Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces.

Retain "Sawed Joints" Subparagraph below if saw cutting is permitted. Description does not distinguish conventional wet- and dry-cut saws from early-entry dry-cut saws. Timing is critical to sawed joints. Early-entry dry-cut saws are used within one to two hours of finishing concrete. To leave concrete undamaged from sawing, conventional saw cutting must be delayed, usually 4 to 12 hours, but not so long that uncontrolled cracking of concrete could occur.

2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- (3.2-mm-) wide joints into concrete when cutting action does not tear, abrade, or otherwise damage surface and 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 as column pedestals, foundation walls, grade beams, and other locations, as indicated.

3.5 CONCRETE PLACEMENT

A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections are completed.

B. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete is placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as indicated. Deposit concrete to avoid segregation.

1. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301 (ACI 301M).

3.6 FINISHING FORMED SURFACES

Retain types of formed finishes required in this article. Coordinate finishes retained with finish schedule or indicate location of each finish on Drawings.

A. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and defects. Remove fins and other projections that exceed specified limits on formed-surface irregularities.

Revise locations in subparagraph below to suit Project. Retain second option if additional finishing is required.

1. Apply to concrete surfaces such as concrete curbs If retaining "Rubbed Finish" Paragraph below, retain "Smooth-Formed Finish" Paragraph above.

B. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.

3.7 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and ACI 305.1 for hot-weather protection during curing.

If evaporation rate in "Evaporation Retarder" Paragraph below is exceeded, ACI 305R states that plastic shrinkage cracking is probable. See manufacturers' literature or ACI 305R for estimated moisture-loss chart relating relative humidity, air and concrete temperature, and wind velocity to rate of evaporation.

B. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing for remainder of curing period.

C. Cure concrete according to ACI 308.1, by one or a combination of the following methods:

Retain one or more of "Moisture Curing," "Moisture-Retaining-Cover Curing," "Curing Compound," and "Curing and Sealing Compound" subparagraphs below. Restrict use of curing methods to specific locations or types of surfaces if required.

1. Moisture Curing: Keep surfaces continuously moist for not less than seven days.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches (300 mm), and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period, using cover material and waterproof tape.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

Retain "Removal" Subparagraph below if requiring removal of curing compounds that may interfere with adhesion of floor coverings.

a. Removal: After curing period has elapsed, remove curing compound without damaging concrete surfaces by method recommended by curing compound manufacturer

Curing and sealing compound is usually for floors and slabs and may act as a permanent surface finish.

4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period.

3.8 CONCRETE SURFACE REPAIRS

This article provides basic applications for repairing concrete surfaces. Revise or delete to suit Project.

A. Defective Concrete: Repair and patch defective areas when approved by CO. Remove and replace concrete that cannot be repaired and patched to CO's approval.

3.9 FIELD QUALITY CONTROL

Retain first option in "Special Inspections" Paragraph below if authorities having jurisdiction require Owner to engage a special inspector. Retain last option if Owner engages testing agency, with or without a special inspector. See "Testing and Inspecting Considerations" Article in the Evaluations.

A. Special Inspections: Contractor will engage a qualified testing and inspecting agency to perform field tests and inspections and prepare test reports.

END OF SECTION 033000

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CAST-IN-PLACE CONCRETE