2015_Fence_IDIQ_Section_03300.doc

CONSTRUCT / REPAIR FENCE IDIQ

IFB No.:

Contract No.: FA4861-

Copyright 1997, The American Institute of Architects (AIA)

SECTION 03300 - CAST-IN-PLACE CONCRETE

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. List Level 1

1.1 SUMMARY

A. This Section specifies cast-in place concrete, including formwork, reinforcement, concrete materials, mix design, placement procedures and finishes.

1.2 DEFINITIONS

Retain this definition, if required, to clarify what makes up the cementitious component of the water-cementitious materials ratio.

A. Cementitious Materials: Portland cement alone or in combination with one or more of blended hydraulic cement, fly ash and other pozzolans.

1.3 SUBMITTALS

A. Comply with AF Form 66, “Submittals and Substitutions.”

B. Design Mixes: For each concrete mix. Include alternate mix designs when characteristics of materials, project conditions, weather, test results or other circumstances warrant adjustments.

1. Indicate amounts of mix water to be withheld for later addition at Project site.

Delete paragraph below if not required.

Delete paragraph below if not required. Review design responsibility with authorities having jurisdiction. Retain below along with "Professional Engineer Qualifications" Paragraph in "Quality Assurance" Article.

Retain paragraph below if procedures for welder certification are retained in "Quality Assurance" Article.

Delete test reports below if not required.

C. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated, based on comprehensive testing of current materials.

1.4 QUALITY ASSURANCE

A. Installer Qualifications: An experienced installer who has completed concrete work similar in material, design and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance.

Delete paragraph below if Contractor is not required to engage the services of a qualified professional engineer in "Submittals" Article.

B. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment.

Delete subparagraph below if not required.

1. Manufacturer must be certified according to the National Ready Mixed Concrete Association’s Certification of Ready Mixed Concrete Production Facilities.

Retain paragraph below if Contractor or manufacturer selects testing agency for mix design, material test reports, or field quality control.

C. Testing Agency Qualifications: An independent testing agency, acceptable to authorities having jurisdiction, qualified according to ASTM C 1077 and ASTM E 329 to conduct the testing indicated, as documented according to ASTM E 548.

Retain subparagraph below, required by ACI 301 and ASTM C 31/C 31M, if emphasis is needed. ASTM C 1077 notes relevant field or laboratory technician certification by ACI, NRMCA, PCA, or National Institute for Certification in Engineering Technologies may demonstrate evidence of competence.

1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program.

D. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer’s plant, each aggregate from one source and each admixture from the same manufacturer.

Delete paragraph below if no welding. Retain "Welding Certificates" Paragraph in "Submittals" Article if below is retained. AWS states that welding qualifications remain in effect indefinitely unless welding personnel have not welded for more than six months or there is a specific reason to question their ability.

E. ACI Publications: Comply with the following, unless more stringent provisions are indicated:

1. ACI 301, “Specification for Structural Concrete.”

2. ACI 117, “Specifications for Tolerances for Concrete Construction and Materials.”

Delete paragraph and subparagraphs below if not required. If retaining, indicate location, concrete type, and other details of mockups on Drawings or by inserts. Revise wording if only one mockup is required.

Delete paragraph below if work of this Section is not extensive or complex enough to justify a preinstallation conference. If retaining, coordinate with Division 1 Section "Project Meetings."

Insert agenda items not listed in Division 1 Section "Project Meetings" here.

1.5 DELIVERY, STORAGE AND HANDLING

A. Deliver, store and handle steel reinforcement to prevent bending and damage.

Delete both subparagraphs below if coated steel reinforcement is not required.

PART 2 - PRODUCTS

2. List Level 2

2.1 FORM-FACING MATERIALS

A. Smooth-Formed Finished Concrete: Form-facing panels that will provide continuous, true and smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of joints.

1. Plywood, metal or other approved panel materials.

Retain subparagraph above, revising if necessary, if generic specification is sufficient. Retain below if plywood selection is required. If Finnish overlaid birch plywood is required, add to subparagraph below and delete DOC PS 1 and other four choices of plywood.

2. Exterior-grade plywood panels, suitable for concrete forms, complying with DOC PS 1, and as follows:

Select one of four subparagraphs below or revise to suit Project. First imparts glossy finish, second imparts matte finish, and third and fourth impart coarser-textured finish depending on face-ply characteristics.

a. High-density overlay, Class 1, or better.

b. Medium-density overlay, Class 1, or better, mill-release agent treated and edge sealed.

c. Structural 1, B-B, or better, mill oiled and edge sealed.

d. B-B (Concrete Form), Class 1, or better, mill oiled and edge sealed.

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.

Forms in paragraph below leave joint impressions in spiral or straight lines. Limit types of forms if a particular pattern of joint is required. Different release treatments of forms also affect appearance of as-cast surfaces.

Delete chamfer strips if chamfering is not permitted.

C. Chamfer Strips: Wood, metal, PVC or rubber strips, 3/4 by 3/4 inch (19 by 19 mm), unless otherwise indicated.

D. Form-Release Agent: Commercially formulated form-release agent that will not bond with, stain or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

1. Formulate form-release agent with rust inhibitor for steel form-facing materials.

E. Form Ties: Factory-fabricated, removable or snap-off metal or glass-fiber-reinforced plastic form ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal.

Delete or revise subparagraphs below to suit Project.

1. Furnish units that will leave no corrodible metal closer than 1 inch (25 mm) to the plane of the exposed concrete surface.

2. Furnish ties that, when removed, will leave holes not larger than 1 inch (25 mm) in diameter in concrete surface.

3. Furnish ties with integral water-barrier plates to walls indicated to receive dampproofing or waterproofing.

2.2 STEEL REINFORCEMENT

Delete or revise paragraphs and subparagraphs below to suit steel reinforcement requirements.

A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.

Retain paragraph below for reinforcement that is welded or if added ductility is sought.

B. Plain-Steel Wire: ASTM A 82, as drawn.

Select paragraph above or below.

C. Plain-Steel Welded Wire Fabric: ASTM A 185, fabricated from as-drawn steel wire into flat sheets.

2.3 REINFORCEMENT ACCESSORIES

A. Bar Supports: Bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcing bars and welded wire fabric in place. Manufacture bar supports according to CRSI’s “Manual of Standard Practice” from steel wire, plastic, or precast concrete or fiber-reinforced concrete of greater compressive strength than concrete, and as follows:

Delete or revise subparagraphs below to suit Project.

1. For concrete surfaces exposed to view where legs of wire bar supports contact forms, use CRSI Class 1 plastic-protected or CRSI Class 2 stainless-steel bar supports.

Add other products for dowels or dowel sleeves if required. These include circular and rectangular plastic dowel sleeves, square dowels, and plastic-surfaced or reinforced-paper-covered dowels.

B. Joint Dowel Bars: Plain-steel bars, ASTM A 615/A 615M, Grade 60 (Grade 420). Cut bars true to length with ends square and free of burrs.

Add mechanical splices and connections for steel reinforcement here if required.

2.4 CONCRETE MATERIALS

Select portland cement type from five paragraphs below. Delete portland cement if only blended hydraulic cement is required. If supplementary cementing materials are required, usually retain portland cement with either fly ash or slag from subparagraphs below and allow Contractor option of using blended hydraulic cements.

A. Portland Cement: ASTM C 150, Type V.

1. Fly Ash: ASTM C 618, Class F.

Delete four paragraphs below if blended hydraulic cement is not permitted. Blending is done at cement plant. Retain selections from paragraphs and subparagraphs above with selection from below if Contractor may choose. Each type of blended hydraulic cement below may be further qualified by adding suffixes (MS) for moderate sulfate resistance, (A) for air entrainment, and (MH) for moderate heat of hydration. Before specifying, verify availability and options.

ASTM C 33 limits deleterious substances in coarse aggregate depending on climate severity and in-service location of concrete. See Evaluations for further information.

B. Normal-Weight Aggregate: ASTM C 33, uniformly graded, and as follows:

Retain one of three subparagraphs below based on weathering region of Project. ASTM C 33 default classes for Severe, Moderate, and Negligible weathering regions are repeated. Revise first and second subparagraphs, respectively, to either 4S or 5S or 4M or 5M if required. Higher numbers are for concrete exposed to frequent wetting and for exposed architectural concrete, respectively. Class 1N is the higher of two numbers in Negligible weathering class. 60 percent of the U.S. lies within Severe weathering region.

1. Nominal Maximum Aggregate Size: 1 inch (25 mm).

2. Combined Aggregate Gradation: Well graded from coarsest to finest with not more than 18 percent and not less than 8 percent retained on an individual sieve, except that less than 8 percent may be retained on coarsest sieve and on No. 50 (0.3-mm) sieve, and less than 8 percent may be retained on sieves finer than No. 50 (0.3 mm).

C. Water: Potable and complying with ASTM C 94.

2.5 ADMIXTURES

A. General: Admixtures certified by manufacturer to contain not more than 0.1 percent water-soluble chloride ions by mass of cementitious material and to be compatible with other admixtures and cementitious materials. Do not use admixtures containing calcium chloride.

B. Air-Entraining Admixture: ASTM C 260.

Select chemical admixtures from paragraphs below.

C. Water-Reducing Admixture: ASTM C 494, Type A.

D. High-Range, Water-Reducing Admixture: ASTM C 494, Type F.

E. Water-Reducing and Retarding Admixture: ASTM C 494, Type D.

Delete paragraph below if not required. Select products required because no product standards exist. Manufacturers offer formulations that act differently.

2.6 VAPOR RETARDERS

Retain one vapor retarder below if required. First paragraph allows use of polyethylene sheet, of minimum thickness recommended by ACI 302.1R, with other ASTM E 1745, Class C products. ASTM E 1745 has the same permeance level for Classes A, B, and C. Class A has the highest tensile and puncture strength requirements; Class C, the lowest.

A. Vapor Retarder: Polyethylene sheet, ASTM D 4397, not less than 10 mils (0.25 mm) thick.

Select from two subparagraphs below or retain both. First describes "Moistop Plus" by Fortifiber Corporation; second, "Griffolyn T-65" by Reef Industries.

Delete two paragraphs below if not using a granular course over vapor retarder.

B. Fine-Graded Granular Material: Clean mixture of crushed stone, crushed gravel and manufactured or natural sand; ASTM D 448, Size 10, with 100 percent passing a No. 4 (4.75‑mm) sieve and 10 to 30 percent passing a No. 100 (0.15-mm) sieve; meeting deleterious substance limits of ASTM C 33 for fine aggregates.

Paragraph above and below are based on ACI 302.1R descriptions of granular materials placed over vapor retarder. This blotter course is not drainage course specified in Division 2 Section "Earthwork" that supports slab and acts as a capillary water barrier under vapor retarder. Fine-graded granular material above, rather than sand, is used for choking off surface of a granular fill base or to serve alone as blotter course. Alternatively, a granular fill base below, at least 4 inches (100 mm) thick, can be used.

2.7 CURING MATERIALS

Evaporation retarder below temporarily reduces moisture loss from concrete surfaces awaiting finishing in hot, dry, and windy conditions. Evaporation retarders are not curing compounds.

A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete.

Select curing aids and materials from paragraphs below, retaining optional materials if applicable.

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) dry.

C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

D. Water: Potable.

Below is a clear, solvent-borne, membrane-forming curing compound. Delete if waterborne, low-VOC-emission compounds are required. Nondissipating-type products have generally been listed.

E. Clear, Solvent-Borne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

Below is a clear, waterborne, membrane-forming curing compound. Retain if lower-VOC emissions are required. Verify curing compounds meet maximum emission limits of authorities having jurisdiction. Nondissipating-type products have generally been listed.

F. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

Below is a clear, waterborne, membrane-forming curing compound. Retain if lower-VOC emissions are required. Verify curing compounds meet maximum emission limits of authorities having jurisdiction. Nondissipating-type products have generally been listed. Curing compounds in paragraph below have a solids content of 18 percent or more, will comfortably exceed moisture retention requirements of ASTM C 309, and will partially seal the concrete.

Below is a clear, nonyellowing, solvent-borne, membrane-forming curing and sealing compound meeting recently developed ASTM C 1315 requirements. Retain if curing compound with sealing properties is required.

G. Clear, Solvent-Borne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

Below is a clear, nonyellowing, waterborne, membrane-forming curing and sealing compound meeting recently developed ASTM C 1315 requirements. Retain if lower-voc emissions and a curing compound with sealing properties are required. Verify curing compounds meet maximum emission limits of authorities having jurisdiction.

H. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

I. Manufacturers and/or Products: Subject to compliance with requirements, manufacturers offering products equal to the specified manufacturer may be considered, but are not limited to, the following:

Retain above for nonproprietary or below for semiproprietary Specification. Refer to Division 1 Section "Materials and Equipment."

See Editing Instruction No. 1 in the Evaluations for cautions about naming products and manufacturers.

1. Evaporation Retarder:

a. Cimfilm; Axim Concrete Technologies.

b. Finishing Aid Concentrate; Burke Group, LLC (The).

c. Spray-Film; ChemMasters.

d. Aquafilm; Conspec Marketing & Manufacturing Co., Inc.

e. Sure Film; Dayton Superior Corporation.

f. Eucobar; Euclid Chemical Co.

g. Vapor Aid; Kaufman Products, Inc.

h. Lambco Skin; Lambert Corporation.

i. E-Con; L&M Construction Chemicals, Inc.

j. Confilm; Master Builders, Inc.

k. Waterhold; Metalcrete Industries.

l. Rich Film; Richmond Screw Anchor Co.

m. SikaFilm; Sika Corporation.

n. Finishing Aid; Symons Corporation.

o. Certi-Vex EnvioAssist; Vexcon Chemicals, Inc.

2. Clear, Solvent-Borne, Membrane-Forming Curing Compound:

a. AH Clear Cure; Anti-Hydro International, Inc.

b. Spartan-Cote; Burke Group, LLC (The).

c. Spray-Cure & Seal 15; ChemMasters.

d. Conspec #1-15 percent solids; Conspec Marketing & Manufacturing Co., Inc.

e. Day-Chem Cure and Seal; Dayton Superior Corporation.

f. Diamond Clear; Euclid Chemical Co.

g. Nitocure S; Fosroc.

h. Cure & Seal 309; Kaufman Products Inc.

i. Lambco 120; Lambert Corporation.

j. L&M Dress & Seal 18; L&M Construction Chemicals, Inc.

k. CS-309; W. R. Meadows, Inc.

l. Seal N Kure; Metalcrete Industries.

m. Rich Seal 14 percent UV; Richmond Screw Anchor Co.

n. Kure-N-Seal; Sonneborn, Div. of ChemRex, Inc.

o. Flortec 14; Sternson Group.

p. Cure & Seal 14 percent; Symons Corporation.

q. Clear Seal 150; Tamms Industries Co., Div. of LaPorte Construction Chemicals of North America, Inc.

r. Acrylic Cure; Unitex.

s. Certi-Vex AC 309; Vexcon Chemicals, Inc.

3. Clear, Waterborne, Membrane-Forming Curing Compound:

a. Klear Kote WB II Regular; Burke Chemicals.

b. Safe-Cure & Seal 20; ChemMasters.

c. High Seal; Conspec Marketing & Manufacturing Co., Inc.

d. Safe Cure and Seal; Dayton Superior Corporation.

e. Aqua Cure VOX; Euclid Chemical Co.

f. Cure & Seal 309 Emulsion; Kaufman Products Inc.

g. Glazecote Sealer-20; Lambert Corporation.

h. Dress & Seal WB; L&M Construction Chemicals, Inc.

i. Vocomp-20; W. R. Meadows, Inc.

j. Metcure; Metalcrete Industries.

k. Cure & Seal 150E; Nox-Crete Products Group, Kinsman Corporation.

l. Rich Seal 14 percent E; Richmond Screw Anchor Co.

m. Kure-N-Seal WB; Sonneborn, Div. of ChemRex, Inc.

n. Clearseal VOC; Specon.

o. Florseal W.B.; Sternson Group.

p. Cure & Seal 14 percent E; Symons Corporation.

q. Seal Cure WB 150; Tamms Industries Co., Div. of LaPorte Construction Chemicals of North America, Inc.

r. Hydro Seal; Unitex.

s. Starseal 309; Vexcon Chemicals, Inc.

4. Clear, Waterborne, Membrane-Forming Curing Compound, 18 to 22 Percent Solids:

a. Klear Kote WB II 20 percent; Burke Chemicals.

b. Safe-Cure & Seal 20; ChemMasters.

c. Conspec 21; Conspec Marketing & Manufacturing Co., Inc.

d. Diamond Clear VOX; Euclid Chemical Co.

e. SureCure Emulsion; Kaufman Products Inc.

f. Glazecote Sealer-20; Lambert Corporation.

g. Dress & Seal WB; L&M Construction Chemicals, Inc.

h. Vocomp-20; W. R. Meadows, Inc.

i. Metcure 0800; Metalcrete Industries.

j. Cure & Seal 200E; Nox-Crete Products Group, Kinsman Corporation.

k. Rich Seal 18 percent E; Richmond Screw Anchor Co.

l. Kure-N-Seal W; Sonneborn, Div. of ChemRex, Inc.

m. Clearseal VOC; Specon.

n. Florseal W.B.; Sternson Group.

o. Cure & Seal 18 percent E; Symons Corporation.

p. Seal Cure WB STD; Tamms Industries Co., Div. of LaPorte Construction Chemicals of North America, Inc.

q. Hydro Seal 800; Unitex.

r. Starseal 0800; Vexcon Chemicals, Inc.

Besides products in two lists below, several other manufacturers are currently developing curing and sealing compounds meeting ASTM C 1315.

5. Clear, Solvent-Borne, Membrane-Forming Curing and Sealing Compound:

a. Spray-Cure & Seal Plus; ChemMasters.

b. UV Super Seal; Lambert Corporation.

c. Lumiseal Plus; L&M Construction Chemicals, Inc.

d. CS-309/30; W. R. Meadows, Inc.

e. Seal N Kure 30; Metalcrete Industries.

f. Rich Seal 31 percent UV; Richmond Screw Anchor Co.

g. Cure & Seal 31 percent UV; Symons Corporation.

h. Certi-Vex AC 1315; Vexcon Chemicals, Inc.

6. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound:

a. Klear-Kote Cure-Sealer-Hardener, 30 percent solids; Burke Group, LLC (The).

b. Polyseal WB; ChemMasters.

c. UV Safe Seal; Lambert Corporation.

d. Lumiseal WB Plus; L&M Construction Chemicals, Inc.

e. Vocomp-30; W. R. Meadows, Inc.

f. Metcure 30; Metalcrete Industries.

g. Vexcon Starseal 1315; Vexcon Chemicals, Inc.

2.8 RELATED MATERIALS

Select one of three paragraphs below. Joint-filler strips are used in floor isolation joints.

A. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber.

B. Joint-Filler Strips: ASTM D 1752, cork or self-expanding cork.

C. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber, or ASTM D 1752, cork or self-expanding cork.

Retain paragraph below if semirigid joint filler is required to fill joints and support edges of trafficked contraction and construction joints.

D. Epoxy Joint Filler: Two-component, semi-rigid, 100 percent solids, epoxy resin with a Shore A hardness of 80 per ASTM D 2240.

Bonding agent in paragraph below may be used directly from container or as an admixture in cement or sand-cement slurries and rubbing grout.

E. Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene butadiene.

F. Epoxy-Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class and grade to suit requirements and as follows:

Select type, based on use, from subparagraphs below.

1. Type II, non-load bearing, for bonding freshly mixed concrete to hardened concrete.

2. Types I and II, non-load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.

3. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.

Delete two paragraphs below if not required. Coordinate sizes and locations on Drawings.

G. Reglets: Fabricate reglets of not less than 0.0217-inch- (0.55-mm-) thick galvanized steel sheet. Temporarily fill or cover face opening of reglet to prevent intrusion of concrete or debris.

H. Dovetail Anchor Slots: Hot-dip galvanized steel sheet, not less than 0.0336 inch (0.85 mm) thick, with bent tab anchors. Temporarily fill or cover face opening of slots to prevent intrusion of concrete or debris.

2.9 CONCRETE MIXES

A. Prepare design mixes for each type and strength of concrete determined by either laboratory trial mix or field test data bases, as follows:

1. Proportion normal-weight concrete according to ACI 211.1 and ACI 301.

B. Use a qualified independent testing agency for preparing and reporting proposed mix designs for the laboratory trial mix basis.

Five paragraphs below are examples of portions of structures often needing different concrete mixes. Revise locations, adding others if more concrete mixes are required.

C. Footings and Foundation Walls: Proportion normal-weight concrete mix as follows:

Select compressive strength from subparagraphs below or revise to suit Project.

1. Compressive Strength (28 Days): 3000 psi (20.7 MPa).

Select slump limits from subparagraphs below or revise to suit Project.

2. Maximum Slump: 4 inches (100 mm).

Delete subparagraph below if superplasticizers are not permitted.

3. Maximum Slump for Concrete Containing High-Range Water-Reducing Admixture: 8 inches (200 mm) after admixture is added to concrete with 2- to 4-inch (50- to 100‑mm) slump.

Insert water-cementitious materials ratio here if required. See Editing Instruction No. 2 in the Evaluations.

Insert water-cementitious materials ratio here if required. See Editing Instruction No. 2 in the Evaluations.

D. Cementitious Materials: For concrete exposed to deicers, limit percentage, by weight, of cementitious materials other than portland cement according to ACI 301 requirements.

Usually retain paragraph above or paragraph and applicable subparagraphs below; retain both and indicate exposure conditions of concrete if required. Neither ACI 301 nor ACI 318 (ACI 318M) limits amount of cementitious material that can replace portland cement unless concrete is exposed to deicing chemicals.

E. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement in concrete as follows:

Percentages below repeat ACI 301 limits for concrete exposed to deicing chemicals. Revise to suit Project.

1. Fly Ash: 15 percent.

2. Combined Fly Ash and Pozzolan: 15 percent.

For concrete subject to special exposure conditions, select one or more water-cementitious materials ratios from three paragraphs below. Indicate portions of structure affected by each requirement, here or on Drawings. See Editing Instruction No. 2 in the Evaluations.

F. Maximum Water-Cementitious Materials Ratio: 0.53.

G. Admixtures: Use admixtures according to manufacturer’s written instructions.

Delete or revise subparagraphs below to suit Project.

1. Use water-reducing admixture or high-range water-reducing admixture (superplasticizer) 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.

Edit subparagraph below to suit Project.

3. Use water-reducing admixture in pumped concrete.

Add locations and dosage of corrosion-inhibiting admixture below if required.

2.10 FABRICATING REINFORCEMENT

A. Fabricate steel reinforcement according to CRSI’s “Manual of Standard Practice.”

2.11 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, mix, deliver concrete according to ASTM C 94 and furnish batch ticket information.

Select paragraph above or below. Select below if steel or synthetic fibers are required.

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.

Delete Project-site mixing if not permitted. ACI 301 applies measuring, batching, and mixing requirements from ASTM C 94 to Project-site mixing.

B. Project-Site Mixing: Measure, batch and mix concrete materials and concrete according to ASTM C 94. Mix concrete materials in appropriate drum-type batch machine mixer.

1. For mixer capacity of 1 cu. yd. (0.76 cu. m) or smaller, continue mixing at least one and one-half minutes, but not more than five minutes after ingredients are in mixer, before any part of batch is released.

2. For mixer capacity larger than 1 cu. yd. (0.76 cu. m), increase mixing time by 15 seconds for each additional 1 cu. yd. (0.76 cu. m).

3. Provide batch ticket for each batch discharged and used in the work, indicating Project identification name and number, date, mix type, mix time, quantity and amount of water added. Record approximate location of final deposit in structure.

PART 3 - EXECUTION

3. List Level 3

3.1 FORMWORK

A. Design, erect, shore, brace and maintain formwork, according to ACI 301, to support vertical, lateral, static and dynamic loads, and construction loads that might be applied, until concrete 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.

C. Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as follows:

Select surface classes, usually two or more, from subparagraphs below. Indicate where each class applies. Classes are taken from ACI 347R. See Evaluations.

1. Class A, 1/8 inch (3 mm).

2. Class B, 1/4 inch (6 mm).

3. Class C, 1/2 inch (13 mm).

4. Class D, 1 inch (25 mm).

D. Construct forms tight enough to prevent loss of concrete mortar.

E. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. Kerf wood inserts for forming keyways, reglets, recesses and the like, for easy removal.

1. Do not use rust-stained steel form-facing material.

F. 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.

G. Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

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

Retain paragraph above or below. ACI 301 default requires chamfers above. Retain below if chamfers are not required.

I. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds and bulkheads required in the work. Determine sizes and locations from trades providing such items.

J. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt and other debris just before placing concrete.

K. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

L. Coat contact surfaces of forms with form-release agent, according to manufacturer’s written instructions, before placing reinforcement.

3.2 EMBEDDED ITEMS

Specify embedded items and anchorage devices for other work attached to or supported by cast-in-place concrete. Add 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.

1. Install anchor bolts, accurately located, to elevations required.

Select applicable subparagraphs below and add others if required. Revise to suit Project.

2. Install reglets to receive top edge of foundation sheet waterproofing and to receive through-wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, shelf angles and other conditions.

3. Install dovetail anchor slots in concrete structures as indicated.

3.3 REMOVING AND REUSING FORMS

Revise removal time in paragraph below if required. Period of 24 hours is halved to 12 hours in ACI 347R. Commentary in ACI 318 (ACI 318M) recognizes 12 hours for concrete using regular portland cement but advises that this period may be insufficient for concrete using Type II and Type V portland cements or ASTM C 595M cements, concrete with retarding admixtures, and concrete using ice during mixing.

A. General: Formwork for sides of beams, walls, columns and similar parts of the work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete, provided concrete is hard enough to not be damaged by form-removal operations and provided curing and protection operations are maintained.

B. Leave formwork for beam soffits, joists, slabs and other structural elements that supports weight of concrete in place until concrete has achieved the following:

Retain or revise one of four subparagraphs below. First is default in ACI 301, and second is ACI 347R recommendation.

1. At least 70 percent of 28-day design compressive strength.

Insert alternative provisions in subparagraph below for nondestructive testing and for evaluating concrete strength included in ACI 301, if permitted.

2. Determine compressive strength of in-place concrete by testing representative field- or laboratory-cured test specimens according to ACI 301.

C. Clean and repair surfaces of forms to be re-used in the work. Split, frayed, delaminated or otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new form-release agent.

D. When forms are re-used clean surfaces, remove fins and laitance and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete surfaces unless approved by the Contracting Officer.

3.4 STEEL REINFORCEMENT

A. General: Comply with CRSI’s “Manual of Standard Practice” for placing reinforcement.

1. Do not cut or puncture vapor retarder. Repair damage and re-seal vapor retarder before placing concrete.

B. Clean reinforcement of loose rust and mill scale, earth, ice and other foreign materials.

C. Accurately position, support and secure reinforcement against displacement. Locate and support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld crossing reinforcing bars.

Delete subparagraph below if welding is not permitted or required.

1. Shop- or field-weld reinforcement according to AWS D1.4, where indicated.

D. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.

E. Install welded wire fabric in longest practicable lengths on bar supports spaced to minimize sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.

3.5 JOINTS

Coordinate joint types, description, and location with Drawings. Joints types have been 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 paragraph and subparagraphs below, to suit Project.

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

1. Place joints perpendicular to main reinforcement. Continue reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of strip placements of floors and slabs.

Delete keyed joints if not used. Keyed joints are used in walls and floors and between walls and slabs or footings. ACI 302.1R recommends limiting keyed joints to lightly trafficked floors.

2. Form from preformed galvanized steel plastic keyway-section forms, or bulkhead forms with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches (38 mm) into concrete.

3. Locate joints for beams, slabs, joists and girders in the middle third of spans. Offset joints in girders a minimum distance of twice the beam width from a beam-girder intersection.

4. Locate horizontal joints in walls and columns at underside of floors, slabs, beams and girders and at the top of footings or floor slabs.

Insert spacing of construction joints in subparagraph below to suit Project.

5. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners and in concealed locations where possible.

6. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

Select subparagraph above or below, or delete both if a bonding material is not permitted.

Insert spacing of contraction joints here or on Drawings if required. Contraction-joint spacings vary with slab thickness, aggregate size, and slump based on PCA's recommendations.

C. Contraction Joints in Exterior 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:

Select type of joint-forming method required or retain both subparagraphs below as Contractor's option. Add spacing of joints 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 mm). Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces.

Delete subparagraph below if saw cutting is not permitted. Description below does not distinguish conventional wet- and dry-cut saws from early entry dry-cut saws. Timing is critical to sawed joints. "Soff-cut" early entry dry-cut saws have been used within one to two hours of finishing concrete. Conventional saw cutting must be delayed to leave concrete undamaged, usually 4 to 12 hours, but not so long that uncontrolled cracking occurs.

2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- (3-mm-) wide joints into concrete when cutting action will not tear, abrade or otherwise damage surface and before concrete develops random contraction cracks.

D. Isolation Joints in Exterior 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.

1. Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface, unless otherwise indicated.

Select subparagraph above or below or, if both are required, indicate location of each on Drawings.

2. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together.

Delete paragraph below if no dowel joints are required; revise if limiting Contractor's choice of dowel joint installation.

3.6 CONCRETE PLACEMENT

A. Before placing concrete, verify that installation of formwork, reinforcement and embedded items is complete and that required inspections have been performed.

B. Do not add water to concrete during delivery, at Project site or during placement, unless approved by the Contracting Officer.

Retain paragraph above or paragraph and subparagraph below. ACI 301 allows water to be added to concrete mix on-site, up to amount allowed in design mix.

C. Before placing concrete, water may be added at Project site, subject to limitations of ACI 301.

Delete subparagraph below if high-range water-reducing admixtures are not permitted.

1. Do not add water to concrete after adding high-range water-reducing admixtures to mix.

D. Deposit concrete continuously or in layers of such thickness that no new concrete will be 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 specified. Deposit concrete to avoid segregation.

If required, insert below a height limitation, usually 60 inches (1500 mm), for dropping concrete in forms.

E. Deposit concrete in forms in horizontal layers no deeper than 24 inches (600 mm) and in a manner to avoid inclined construction joints. Place each layer while preceding layer is still plastic to avoid cold joints.

1. Consolidate placed concrete with mechanical vibrating equipment. Use equipment and procedures for consolidating concrete recommended by ACI 309R.

2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations no farther than the visible effectiveness of the vibrator. Place vibrators to rapidly penetrate placed layer and at least 6 inches (150 mm) into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mix constituents to segregate.

F. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions or low temperatures.

1. When air temperature has fallen to or is expected to fall below 40 deg F (4.4 deg C), uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement.

2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

3. Do not use calcium chloride, salt or other materials containing antifreeze agents or chemical accelerators, unless otherwise specified and approved in mix designs.

G. Hot-Weather Placement: Place concrete according to recommendations in ACI 305R and as follows, when hot-weather conditions exist:

1. Cool ingredients before mixing to maintain concrete temperature below 90 deg F (32 deg C) at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor’s option.

2. Cover steel reinforcement with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete.

3. Fog-spray forms, steel reinforcement and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots or dry areas.

3.7 FINISHING FORMED SURFACES

Coordinate finishes selected from below with finish schedule or indicate location of each on Drawings.

A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defective areas repaired and patched. Remove fins and other projections exceeding ACI 347R limits for class of surface specified.

B. 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 defective areas. Remove fins and other projections exceeding 1/8 inch (3 mm) in height.

Revise locations below to suit Project.

1. Apply to concrete surfaces exposed to public view or to be covered with a coating or covering material applied directly to concrete, such as waterproofing, dampproofing, veneer plaster or painting.

Delete subparagraph below if a rubbed finish is required.

2. Do not apply rubbed finish to smooth-formed finish.

C. Rubbed Finish: Apply the following to smooth-formed finished concrete:

Select one rubbed finish from subparagraphs below if required.

1. Smooth-Rubbed Finish: Not later than one day after form removal, moisten concrete surfaces and rub with carborundum brick or another abrasive until producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process.

2. Grout-Cleaned Finish: Wet concrete surfaces and apply grout of a consistency of thick paint to coat surfaces and fill small holes. Mix one part portland cement to one and one-half parts fine sand with a 1:1 mixture of bonding admixture and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Scrub grout into voids and remove excess grout. When grout whitens, rub surface with clean burlap and keep surface damp by fog spray for at least 36 hours.

3. Cork-Floated Finish: Wet concrete surfaces and apply a stiff grout. Mix one part portland cement and one part fine sand with a 1:1 mixture of bonding agent and water. Add white portland cement in amounts determined by trial patches so color of dry grout will match adjacent surfaces. Compress grout into voids by grinding surface. In a swirling motion, finish surface with a cork float.

D. 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..

Delete paragraph and subparagraphs below if not applicable. Generally used on interior and exterior concrete treads, platforms, and ramps subject to moderate foot traffic.

3.8 MISCELLANEOUS CONCRETE ITEMS

Paragraphs below are examples only. Add, revise, or delete to suit Project.

A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated, after work of other trades is in place. Mix, place and cure concrete, as specified, to blend with in-place construction. Provide other miscellaneous concrete filling indicated or required to complete work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections and terminations slightly rounded.

C. Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown on Drawings. Set anchor bolts for machines and equipment at correct elevations, complying with diagrams or templates of manufacturer furnishing machines and equipment.

3.9 CONCRETE PROTECTION 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 with recommendations in ACI 305R for hot-weather protection during curing.

If evaporation rate in 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. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h (1 kg/sq. m x h) before and during finishing operations. Apply according to manufacturer’s written 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. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing by one or a combination of the following methods:

D. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings and other surfaces, by one or a combination of the following methods:

Select curing method(s) from subparagraphs below. Delete options or restrict use of curing method(s) to specific locations or types of surfaces if required.

1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials:

Retain three subparagraphs below as Contractor's options, unless not suited for Project.

a. Water.

b. Continuous water-fog spray.

c. Absorptive cover, water saturated and kept continuously wet. Cover concrete surfaces and edges with 12-inch (300-mm) lap over adjacent absorptive covers.

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.

Retain subparagraphs below to suit Project.

a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive penetrating liquid floor treatments.

b. Cure concrete surfaces to receive floor coverings with either a moisture-retaining cover or a curing compound that the manufacturer recommends for use with floor coverings.

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

Curing and sealing compound below 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. Re-coat 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.

3.10 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 the Contracting Officer. Remove and replace concrete that cannot be repaired and patched to Contracting Officer’s approval.

B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part portland cement to two and one-half parts fine aggregate passing a No. 16 (1.2-mm) sieve, using only enough water for handling and placing.

Insert provision for testing repair technique on a mockup or surface to be concealed later, before repairing surfaces.

C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning.

1. Immediately after form removal, cut out honeycombs, rock pockets and voids more than 1/2 inch (13 mm) in any dimension in solid concrete but not less than 1 inch (25 mm) in depth. Make edges of cuts perpendicular to concrete surface. Clean, dampen with water and brush-coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent.

2. Repair defects on surfaces exposed to view by blending white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color. Patch a test area at inconspicuous locations to verify mixture and color match before proceeding with patching.