HomeMy WebLinkAbout03 30 00 - Cast-In-Place ConcreteMidtown West 17070
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SECTION 03 30 00 - CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. Section includes cast-in-place concrete, including formwork, reinforcement, concrete
materials, mixture design, placement procedures, and finishes, for the following:
1. Footings.
2. Foundation walls.
3. Slabs-on-grade.
4. Post-tensioned structural slabs.
5. Building columns.
6. Building walls.
B. Related Sections:
1. Section 03 38 00 "Post-Tensioned Concrete" for post tensioned cast-in-place
structure.
2. Section 31 20 00 "Earth Moving" for drainage fill under slabs-on-grade.
1.2 DEFINITIONS
A. Cementitious Materials: Portland Cement alone or in combination with fly ash subject to
compliance with requirements.
1.3 ACTION SUBMITTALS
A. Product Data: For each type of product indicated.
B. Design Mixtures: For each concrete mixture. Submit alternate design mixtures when
characteristics of materials, Project conditions, weather, test results, or other
circumstances warrant adjustments.
C. Steel Reinforcement Shop Drawings
1. Submit the proposed Shop Drawing Submittal Schedule prior to submitting any of
the shop drawings for review.
2. Shop drawings giving details of fabrication and placing shall be prepared by the
supplier and submitted to the Engineer for his review.
3. Shop drawings shall be checked by the Architect/Engineer for correct
interpretation of the Drawings; however this check shall not relieve the Contractor
of his primary responsibility to provide the correct number of properly detailed
bars in all members.
4. Shop drawings shall be prepared in accordance with the following:
a. Beams and Walls: ¼ inch scale elevations of all walls and beams shall
be provided with all the reinforcing shown on the elevations, not
scheduled.
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b. Slabs and mats: Reinforcing for all concrete slabs shall be shown on a
plan drawn exclusively for this use. Reinforcing shall not be scheduled.
c. Slabs and mats: A support system plan for all slabs shall be provided.
Supports for slab top and bottom bars shall be shown in number and
location. The maximum spacing of support bars shall be 4‟-0”. The
maximum overhang beyond a support bar or slab bolster shall be 1‟-0”.
d. Columns: Full height elevations for all columns shall be provided with
all floor and foundation elevations marked.
e. Bar bending diagrams shall be provided for all bent bars (within a
submittal) in that same submittal.
f. Sections of walls, beams, slabs, etc. shall be provided showing clearly
bar positions and clearances to forms.
g. On wall sections, indicate spacers used to maintain clearances for
vertical wall steel.
h. Beam bolsters and chairs shall be indicated as to size and spacing on
the sections and elevations.
i. Shop drawings shall include all details, sections, and installation
instructions indicated on the structural drawings that are required by the
Contractor to place the reinforcement without using the structural
drawings.
5. Submit the following regarding the mechanical tension butt splices, the end-
bearing splices, dowel bar replacements, and rebar anchorage systems:
a. Shop drawings indicating fabrication and placement details per this
section.
b. Manufacturer‟s literature, product samples, and certified test reports
substantiating compliance with the Specification.
D. Formwork Shop Drawings: Prepared by or under the supervision of a qualified
professional engineer detailing fabrication, assembly, and support of formwork.
1. Shoring: Indicate proposed schedule and sequence of stripping formwork,
shoring installation and removal.
E. Construction Joint and Pour Strip Layouts: Indicate proposed construction joints and
pour strips required to construct the structure.
1. Locations of construction joints and pour strips are subject to approval of the
Engineer of Record.
F. Sleeve and Penetration Layout: The MEP Trades shall provide penetration submittals
including dimensioned locations of all sleeves and penetrations for plumbing, electrical,
data, and sprinklers no later than four (4) weeks prior to mobilization of formwork and
shoring for PT podium structure. Submit in both hard copy and scalable AutoCad or
Revit format. No penetrations will be permitted in beams on columns. The MEP Trades
understand that they will modify their layouts if the structural engineer deems a
penetration location as deleterious to the load carrying capacity of the structure. It is
important that the MEP Trades provide preliminary planned layouts of penetrations as
soon as practical during the construction process to mitigate any potential issues in the
field.
G. Embed Layouts: Provide embedment submittals in ample time for fabrication of steel
embed plates and procurement of concrete inserts; at a minimum of four weeks ahead of
mobilization of formwork and shoring for PT podium structure. Submit in both hard copy
and scalable AutoCad or Revit format.
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1. Embedment submittal for top of PT structure: provide embedment submittal
including dimensioned locations of all embeds for anchorage of wood shear
wall holddowns and steel framing.
2. Embedment submittal for soffit of PT structure: provide concrete insert
submittal including dimensioned locations of all inserts for support of piping,
conduit, etc. to be suspended from soffit of PT structure.
H. Samples: For waterstops, vapor retarder, and concrete inserts.
1.4 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer, Ready Mix Concrete manufacturer and Testing Agency.
B. Welding certificates.
C. Material Certificates: For each of the following, signed by manufacturers:
1. Cementitious materials.
2. Admixtures.
3. Form materials and form-release agents.
4. Steel reinforcement and accessories.
5. Fiber reinforcement.
6. Waterstops.
7. Curing compounds.
8. Bonding agents.
9. Adhesives.
10. Vapor retarders.
11. Joint-filler strips.
12. Concrete Inserts for hanger attachments for MEP and fire protection.
13. Repair materials.
D. Material Test Reports: For the following, from a qualified testing agency, indicating
compliance with requirements:
1. Aggregates. Include service record data indicating absence of deleterious
expansion of concrete due to alkali aggregate reactivity.
E. Field quality-control reports: Submit to the Architect/Engineer under the provisions of
Division 1 and within 3 days after completion of the 7-day and 28-day tests.
F. Minutes of preinstallation conference.
1.5 QUALITY ASSURANCE
A. Installer Qualifications: A qualified installer who employs on Project personnel qualified
as ACI-certified Flatwork Technician and Finisher and a supervisor who is an ACI-
certified Concrete Flatwork Technician.
B. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete
products and that complies with ASTM C 94 requirements for production facilities and
equipment.
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1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed
Concrete Production Facilities."
C. Testing Agency Qualifications: An independent agency, acceptable to authorities having
jurisdiction, qualified according to ASTM C 1077 and ASTM E 329 for testing indicated.
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.
2. Personnel performing laboratory tests shall be ACI-certified Concrete Strength
Testing Technician and Concrete Laboratory Testing Technician - Grade I.
Testing Agency laboratory supervisor shall be an ACI-certified Concrete
Laboratory Testing Technician - Grade II.
D. Source Limitations: Obtain each type or class of cementitious material of the same brand
from the same manufacturer's plant, obtain aggregate from single source, and obtain
admixtures from single source from single manufacturer.
E. Welding Qualifications: Qualify procedures and personnel according to AWS D1.4
"Structural Welding Code - Reinforcing Steel."
F. ACI Publications: Comply with the following unless modified by requirements in the
Contract Documents:
1. ACI 301, "Specifications for Structural Concrete," Sections 1 through 5 and
Section 7, "Lightweight Concrete."
2. ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."
G. Preinstallation Conference: Conduct conference at Project site.
1. Before submitting design mixtures, review concrete design mixture and examine
procedures for ensuring quality of concrete materials. Require representatives of
each entity directly concerned with cast-in-place concrete to attend, including the
following:
a. Contractor's superintendent.
b. Ready-mix concrete manufacturer.
c. Concrete subcontractor.
d. Mechanical, Electrical and Plumbing Trades.
e. Wood wall panel supplier and framing subcontractor.
f. Steel Fabricator/Erector.
g. Architect or Engineer.
2. Review processing of submittals, testing and inspecting agency procedures for
field quality control, concrete finishes and finishing, cold- and hot-weather
concreting procedures, curing procedures, construction, contraction and isolation
joints, and joint-filler strips, forms and form removal limitations, shoring
procedures, vapor-retarder installation, anchor rod and embedment installation
tolerances, steel reinforcement installation, floor and slab flatness and levelness
measurement, limitations on use of post-installed fasteners and coring, concrete
repair procedures, and concrete protection.
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1.6 DELIVERY, STORAGE, AND HANDLING
A. Steel Reinforcement: Deliver, store, and handle steel reinforcement to prevent bending
and damage. Store materials and equipment off the ground, totally protected from
ground splash, mud, weather separation, intrusion of foreign materials, and other
damage.
B. Waterstops: Store waterstops under cover to protect from moisture, sunlight, dirt, oil, and
other contaminants.
PART 2 - PRODUCTS
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.
2. Exterior-grade plywood panels, suitable for concrete forms, complying with
DOC PS 1, and as follows:
a. 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.
C. Forms for Cylindrical Columns, Pedestals, and Supports: Metal, glass-fiber-reinforced
plastic, paper, or fiber tubes that will produce surfaces with gradual or abrupt irregularities
not exceeding specified formwork surface class. Provide units with sufficient wall
thickness to resist plastic concrete loads without detrimental deformation.
D. Void Forms: Biodegradable paper surface, treated for moisture resistance, structurally
sufficient to support weight of plastic concrete and other superimposed loads.
E. Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch, minimum.
F. Rustication Strips: Wood, metal, PVC, or rubber strips, kerfed for ease of form removal.
G. 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.
H. 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.
1. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of
exposed concrete surface.
2. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of
exposed concrete surface.
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3. Furnish ties that, when removed, will leave holes no larger than 1 inch in
diameter in concrete surface.
4. Furnish ties with integral water-barrier plates to walls indicated to receive damp
proofing or waterproofing.
2.2 STEEL REINFORCEMENT
A. Reinforcing Bars: ASTM A 615 Grade 60 deformed.
B. Weldable Reinforcing: ASTM A706, Grade 60.
C. Plain-Steel Wire: ASTM A 82 as drawn.
D. Plain-Steel Welded Wire Reinforcement: ASTM A 185, plain, fabricated from as-drawn
steel wire into flat sheets.
E. Epoxy coated reinforcing bars: ASTM A775.
2.3 REINFORCEMENT ACCESSORIES
A. Joint Dowel Bars: ASTM A 615 Grade 60 plain-steel bars, cut true to length with ends
square and free of burrs.
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," of greater compressive strength than concrete and as follows:
1. For concrete surfaces exposed to view where legs of wire bar supports contact
forms, use CRSI Class 1 plastic-protected steel wire or CRSI Class 2 stainless-
steel bar supports.
2. Epoxy-coated reinforcing bars supported from formwork shall be supported with
coated wire bar supports or on bar supports made of a dielectrical material.
C. Provide Aztec “space wheels” to maintain clearances for vertical reinforcement.
2.4 MECHANICAL TENSION BUTT SPLICES
A. Mechanical tension butt splices shall conform to ACI 318-08.
B. Provide Cadweld butt splices or position threaded couplers for hooked bars that must be
butt spliced.
C. Standards:
1. Lenton Rebar Splicing, Erico Products, Inc.
2. Grip Twist System, Dayton Barsplice, Inc.
3. MRC 150 Mechanical Reinforcement Connector System, Dayton-Superior.
4. Cadweld, C-Series, Erico Products, Inc.
2.5 DOWEL BAR REPLACEMENT SYSTEM
A. Dowel bar replacement system shall conform to ACI 318-08.
B. Standards:
1. DB-SAE Dowel Bar Splicer, Richmond Screw Anchor Company
2. Dowel Bar Replacement System, Dayton-Superior.
3. Lenton Form Saver, Erico Products, Inc.
4. Systems, Intersect, Dayton-Superior.
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2.6 REBAR ANCHORAGE SYSTEM
1. Lenton Terminator, Erico Products, Inc.
2. MRC D-156 Structural Rebar End, Dayton-Superior.
2.7 CONCRETE MATERIALS
A. Cementitious Material: Use the following cementitious materials, of the same type,
brand, and source, throughout Project:
1. Portland Cement: ASTM C 150, Type I or Type III gray. Supplement with the
following:
a. Fly Ash: ASTM C 618 Class F or C. Maximum loss of ignition to be 3.0
percent.
B. Normal-Weight Aggregates: ASTM C 33, Class 3M coarse aggregate or better, graded.
Provide aggregates from a single source with documented service record data of at least
10 years' satisfactory service in similar applications and service conditions using similar
aggregates and cementitious materials.
1. Maximum Coarse-Aggregate Size 1 inch nominal.
2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.
C. Lightweight Aggregate: ASTM C 330, 1/2-inch nominal maximum aggregate size.
D. Water: ASTM C 94 and potable.
2.8 ADMIXTURES
A. Air-Entraining Admixture: ASTM C 260.
B. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible
with other admixtures and that will not contribute water-soluble chloride ions exceeding
those permitted in hardened concrete. Do not use calcium chloride or admixtures
containing calcium chloride.
1. Water-Reducing Admixture: ASTM C 494, Type A.
2. Retarding Admixture: ASTM C 494, Type B.
3. Water-Reducing and Retarding Admixture: ASTM C 494, Type D.
4. High-Range, Water-Reducing Admixture: ASTM C 494, Type F.
5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494, Type G.
6. Plasticizing and Retarding Admixture: ASTM C 1017, Type II.
7. Shrinkage Reducing Admixture: ASTM C494, Type S.
C. Corrosion Inhibiting Admixture capable of forming a protective barrier and minimizing
chloride reactions with steel reinforcement in concrete.
1. Products: Subject to compliance with requirements, provide one of the following:
a. “Eucon CIA” or “Eucon BCN,” Euclid Chemical Company.
b. “DCI” or “DCI-S,” W. R. Grace.
c. Rheocrete CNI,” BASF Construction Chemicals.
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d. “Sika CNI,” Sida Corporation.
e. “Polychem CI,” General Resource Technology.
f. “Russ Tech RCI,” Russ Tech Admixtures, Inc.
g. “Impede CNI”, Premiere Concrete Admixtures.
2. Add at rate of 3.5 gal/cu. yd. of concrete, which shall inhibit corrosion to 11.6 lb of
chloride ions per cu. yd. of concrete. Calcium Nitrite based corrosion inhibitor
shall have a concentration of 30 percent, plus or minus 2 percent of solids
content.
3. All elevated parking superstructure concrete, i.e., slabs, beams, girders to
receive dosage indicated in paragraph above.
FIBER REINFORCEMENT
A. Synthetic Micro-Fiber: Fibrillated polypropylene micro-fibers engineered and designed
for use in concrete, complying with ASTM C 1116, Type III.
1. Products: Subject to compliance with requirements:
a. Euclid Chemical Company (The), an RPM company; Fiberstrand F.
b. FORTA Corporation; Ultra-Net.
c. Grace Construction Products, W. R. Grace & Co.; Grace Fibers.
d. Propex Concrete Systems Corp.; Fibermesh 300.
2. Dosage Rate: 1.5 lbs./cu. yd.
2.10 WATERSTOPS
A. Self-Expanding Butyl Strip Waterstops: Manufactured rectangular or trapezoidal strip,
butyl rubber with sodium bentonite or other hydrophilic polymers, for adhesive bonding to
concrete, 3/4 by 1 inch.
1. Products: Subject to compliance with requirements
a. Carlisle Coatings & Waterproofing, Inc.; MiraSTOP.
b. CETCO; Volclay Waterstop-RX.
c. Concrete Sealants Inc.; Conseal CS-231.
d. Greenstreak; Swellstop.
e. Henry Company, Sealants Division; Hydro-Flex.
f. JP Specialties, Inc.; Earth Shield Type 20.
2.11 VAPOR RETARDERS
A. Sheet Vapor Retarder: ASTM E 1745, Class A, except with maximum perm rating of
0.036. Include manufacturer's recommended adhesive or pressure-sensitive tape.
1. Products: Subject to compliance with requirements
a. Insulation Solutions, Inc.; Viper II 10 mil (0.021 perms).
b. Meadows, W. R., Inc.; Perminator 10 mil (0.024 perms).
c. Reef Industries, Inc.; Griffolyn 10 mil Green (0.027 perms).
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d. Stego Industries, LLC; Stego Wrap10 mil Class A (0.036 perms).
2.12 CURING MATERIALS
A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for
application to fresh concrete.
„ 1. Products: Subject to compliance with requirements:
a. Axim Italcementi Group, Inc.; CATEXOL CimFilm.
b. BASF Construction Chemicals - Building Systems; Confilm.
c. Conspec by Dayton Superior; Aquafilm.
d. Dayton Superior Corporation; Sure Film (J-74).
e. Edoco by Dayton Superior; BurkeFilm.
f. Euclid Chemical Company (The), an RPM company; Eucobar.
g. L&M Construction Chemicals, Inc.; E-CON.
h. Meadows, W. R., Inc.; EVAPRE.
i. Sika Corporation; SikaFilm.
j. Symons by Dayton Superior; Finishing Aid.
B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf,
weighing approximately 9 oz./sq. yd. when dry.
C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene
sheet.
D. Water: Potable.
E. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1,
Class B, dissipating.
„ 1. Products: Subject to compliance with requirements:
a. BASF Construction Chemicals - Building Systems; Kure 200.
b. Conspec by Dayton Superior; W.B. Resin Cure.
c. Dayton Superior Corporation; Day-Chem Rez Cure (J-11-W).
d. Edoco by Dayton Superior; Res X Cure WB.
e. Euclid Chemical Company (The), an RPM company; Kurez W VOX;
TAMMSCURE WB 30C.
f. L&M Construction Chemicals, Inc.; L&M Cure R.
g. Meadows, W. R., Inc.; 1100-CLEAR.
h. Symons by Dayton Superior; Resi-Chem Clear.
2.13 RELATED MATERIALS
A. Expansion- and Isolation-Joint-Filler Strips:
1. Closed-cell polyethylene for interior applications.
2. Homasote Homez 300 or self-expanding cork, ASTM D1752, Type III for exterior
applications.
B. Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene
butadiene.
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C. Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid
curing and bonding to damp surfaces, of class suitable for application temperature and of
grade to suit requirements, and as follows:
1. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to
hardened concrete.
D. Dovetail Anchor Slots: Hot-dip galvanized-steel sheet, not less than 0.034 inch thick,
with bent tab anchors. Temporarily fill or cover face opening of slots to prevent intrusion
of concrete or debris.
E. Concrete inserts for support of pipe and sprinkler systems, HVAC ductwork and strut
channels, cable trays, mechanical unit overhead utilities, conduit and lighting systems.
1. Basis of Design: Wood-Knocker Inserts by Powers Fastening Innovations.
2. Acceptable Alternate: Blue Banger Hanger Wood Form Insert by Simpson
Strong-Tie.
2.14 REPAIR MATERIALS
A. Repair Underlayment: Cement-based, polymer-modified, self-leveling product that can
be applied in thicknesses from 1/8 inch and that can be feathered at edges to match
adjacent floor elevations.
1. Cement Binder: ASTM C 150, Portland Cement or hydraulic or blended
hydraulic cement as defined in ASTM C 219.
2. Primer: Product of underlayment manufacturer recommended for substrate,
conditions, and application.
3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch (3.2 to 6 mm) or coarse
sand as recommended by underlayment manufacturer.
4. Compressive Strength: Not less than 4100 psi at 28 days when tested according
to ASTM C 109/C 109M.
B. Repair Overlayment: Cement-based, polymer-modified, self-leveling product that can be
applied in thicknesses from 1/4 inch and that can be filled in over a scarified surface to
match adjacent floor elevations.
1. Cement Binder: ASTM C 150, Portland Cement or hydraulic or blended
hydraulic cement as defined in ASTM C 219.
2. Primer: Product of topping manufacturer recommended for substrate, conditions,
and application.
3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch (3.2 to 6 mm) or coarse
sand as recommended by topping manufacturer.
4. Compressive Strength: Not less than 5000 psi at 28 days when tested according
to ASTM C 109.
2.15 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.
B. Cementitious Materials: Limit percentage, by weight, of cementitious materials other
than Portland Cement in concrete as follows:
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1. Fly Ash: 20 percent with the exception of slabs scheduled to receive adhered
flooring, which shall be limited to 15 percent.
C. Limit water-soluble, chloride-ion content in hardened concrete to 0.06 percent by weight
of cement.
D. Admixtures: Use admixtures according to manufacturer's written instructions.
1. Use water-reducing, high-range water-reducing or plasticizing admixture in
concrete, as required, for placement and workability.
2. Use water-reducing and retarding admixture when required by high
temperatures, low humidity, or other adverse 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 water-cementitious materials ratio below 0.50.
4. Use shrinkage reducing admixture to reduce delay for infill of pour strips,
grouting of temporary release at concrete shear walls, etc.
a. Eclipse 4500 Shrinkage Reducing Admixture: ASTM C494, Type S. Dosage
rate of 1.5 gallons/cubic yard replacing an equal volume of water. Alternate
SRA products may be proposed provided the 90 day ASTM C157 shrinkage test
results are limited to 200 micro-strain.
2.16 CONCRETE MIXES FOR BUILDING ELEMENTS: REFER TO STRUCTURAL DRAWINGS
2.17 FABRICATING REINFORCEMENT
Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."
2.18 CONCRETE MIXING
A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to
ASTM C 94 and ASTM C 1116, and furnish batch ticket information.
1. When air temperature is between 85 and 90 deg F, reduce mixing and delivery
time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F,
reduce mixing and delivery time to 60 minutes.
PART 3 – EXECUTION
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 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 347 as abrupt or gradual, as
follows:
1. Class B, ¼ inch for smooth-formed finished surfaces.
2. Class C, ½ inch for rough-formed finished surfaces.
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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.
1. Install keyways, recesses, and the like, for easy removal.
2. 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.
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
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 rods, accurately located, to elevations required and complying
with tolerances in Section 7.5 of AISC's "Code of Standard Practice for Steel
Buildings and Bridges."
2. Install dovetail anchor slots in concrete structures as indicated.
3. Prevent grouping of conduits, pipes and sleeves in concrete that would
significantly impair the strength of the concrete.
4. Place concrete inserts for support of piping, conduit, etc. to be suspended from
soffit of PT structure as shown in the approved Embedment Submittal for soffit
of PT structure. Reference 1.3.B.2.
3.3 REMOVING AND REUSING FORMS
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
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than 50 deg F for 24 hours after placing concrete. Concrete has to be hard enough to not
be damaged by form-removal operations and curing and protection operations need to be
maintained.
1. Leave formwork for beam soffits, slabs, and other structural elements that
support weight of concrete in place until concrete has achieved its 28-day
design compressive strength.
2. Remove forms only if shores have been arranged to permit removal of forms
without loosening or disturbing shores.
B. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated,
or otherwise damaged form-facing material will not be acceptable for exposed surfaces.
Apply new form-release agent.
C. When forms are reused, 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 Architect.
3.4 SHORES AND RESHORES
A. Comply with ACI 318 and ACI 301 for design, installation, and removal of shoring and
reshoring.
1. Do not remove shoring or reshoring until measurement of slab tolerances is
complete.
2. Plan sequence of removal of shores and reshore to avoid damage to concrete.
Locate and provide adequate reshoring to support construction without
excessive stress or deflection.
3.5 VAPOR RETARDERS
A. Sheet Vapor Retarders: Place, protect, and repair sheet vapor retarder according to
ASTM E 1643 and manufacturer's written instructions.
1. Lap joints 6 inches and seal with manufacturers recommended tape.
3.6 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 reseal vapor
retarder before placing concrete.
B. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials
that would reduce bond to concrete.
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.
1. Weld reinforcing bars according to AWS D1.4, where indicated.
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D. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.
E. Install welded wire reinforcement 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.
3.7 JOINTS
A. General: Construct joints true to line with faces perpendicular to surface plane of
concrete.
B. Construction Joints: Install so strength and appearance of concrete are not impaired, at
locations indicated or as approved by Architect.
1. Place joints perpendicular to main reinforcement. Continue reinforcement across
construction joints unless otherwise indicated.
2. Form keyed joints as indicated. Embed keys at least 1-1/2 inches 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.
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.
C. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints,
sectioning concrete into areas as indicated. Construct contraction joints for a depth
equal to at least one-fourth of concrete thickness as follows:
1. Grooved Joints: Form contraction joints after initial floating by grooving and
finishing each edge of joint to a radius of 1/8 inch. Repeat grooving of
contraction joints after applying surface finishes. Eliminate groover tool marks on
concrete surfaces.
2. Sawed Joints: Form contraction joints with power saws equipped with
shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch 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 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.
2. Terminate full-width joint-filler strips not less than 1/2 inch or more than 1 inch
below finished concrete surface where joint sealants, specified in Section 07 92
00 "Joint Sealants," are indicated.
3. Install joint-filler strips in lengths as long as practicable. Where more than one
length is required, lace or clip sections together.
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E. Doweled Joints: Install dowel bars and support assemblies at joints where indicated.
Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one
side of joint.
3.8 WATERSTOPS
A. Self-Expanding Strip Waterstops: Install in construction joints and at other locations
indicated, according to manufacturer's written instructions, adhesive bonding,
mechanically fastening, and firmly pressing into place. Install in longest lengths
practicable.
3.9 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 Engineer
C. Deposit concrete continuously in one layer or in horizontal 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 indicated. Deposit concrete to avoid segregation.
1. Deposit concrete in horizontal layers of depth to not exceed formwork design
pressures and in a manner to avoid inclined construction joints.
2. Consolidate placed concrete with mechanical vibrating equipment according to
ACI 301.
3. Do not use vibrators to transport concrete inside forms. Insert and withdraw
vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer
and at least 6 inches 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 mixture
constituents to segregate.
D. Deposit and consolidate concrete for floors and slabs in a continuous operation, within
limits of construction joints, until placement of a panel or section is complete.
1. Consolidate concrete during placement operations so concrete is thoroughly
worked around reinforcement and other embedded items and into corners.
2. Maintain reinforcement in position on chairs during concrete placement.
3. Slope surfaces uniformly to drains where required.
E. 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 average high and low temperature is expected to fall below 40 deg F for
three successive days, maintain delivered concrete mixture temperature within
the temperature range required by ACI 301.
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.
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3. Do not use calcium chloride, salt, or other materials containing antifreeze agents
or chemical accelerators unless otherwise specified and approved in mixture
designs.
F. Hot-Weather Placement: Comply with ACI 301 and as follows:
1. Maintain concrete temperature below 90 deg F 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. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete.
Keep subgrade uniformly moist without standing water, soft spots, or dry areas.
3.10 FINISHING FORMED SURFACES
A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie
holes and defects repaired and patched. Remove fins and other projections that exceed
specified limits on formed-surface irregularities.
1. Apply to concrete surfaces (not exposed to public view).
B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material,
arranged in an orderly and symmetrical 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.
1. Apply to concrete surfaces exposed to public view, or scheduled to receive a
rubbed finish.
C. Rubbed Finish: Apply the following to smooth-formed finished as-cast concrete where
indicated:
1. 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.
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.
3.11 FINISHING FLOORS AND SLABS
A. General: Comply with ACI 302.1R recommendations for screeding, restraightening, and
finishing operations for concrete surfaces. Do not wet concrete surfaces.
B. Screeding:
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1. Immediately after placing, strike off excess concrete with a straightedge to bring
the top surface to proper grade, aligning it to the contours of the screeds.
2. Screed off edge forms, intermediate screed strips or pipe set accurately and firmly
to the required elevations and contours for the finished surface.
3. Move straightedge across the concrete surface with a sawing motion, advancing
forward a short distance with each movement. There should be a surplus of
concrete against the front face of the straightedge to fill in low areas as the
straightedge passes over the surface.
4. Complete screeding before any excess moisture or bleed water is present on the
surface.
C. Bull Floating or Leveling:
1. Immediately after screeding, bull float the concrete surface, eliminating high and
low spots, smoothing the surface and embedding the coarse aggregate.
2. Avoid overworking the concrete. Do not close up or seal the surface of the
concrete.
3. Complete bull floating before any excess moisture or bleed water is present on the
surface.
D. Floating:
1. Begin floating operations when bleed water has disappeared or been removed
from the surface and when the surface has stiffened to support the operation. Do
not use dry cement and sand to take up the bleed water.
2. Hand or power float the concrete surface, removing slight imperfections and
producing a relatively even and true surface with a uniform, sandy texture
prepared for final finishing.
3. Avoid overworking the concrete. Do not close up or seal the surface of the
concrete.
4. Where a float finish is the specified final finish, level slabs to a true plane with a
tolerance of ¼” inch in 10 feet as determined by a 10 foot straightedge placed
anywhere on the slab in any direction. Finish supported and sloping slabs to a
comparable precision unless otherwise specified.
E. Final Finishing.
1. Broom Finish: Slip resistant surfaces.
a. Immediately after floating, draw a broom across the concrete surface
transversely to the main direction of traffic, producing a coarse, scored,
slip-resistant texture.
2. Trowel Finish:
a. Immediately after floating, use power trowel for first trowelling to produce
a smooth surface relatively free of defects.
b. For first trowelling, use hand trowelling in areas inaccessible to power
trowelling.
c. Use hand trowel and heavy pressure for final trowelling after concrete
has become hard enough to produce a ringing sound as the trowel is
moved over the surface. Produce a smooth, hard, dense surface,
uniform in texture and appearance and free of defects.
d. Finish level slabs on grade, podium slab, and topping slab over
insulation to a true plane with a tolerance of 3/16 inch in 10 feet as
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determined by a 10 foot straightedge placed anywhere on the slab in any
direction. Finish supported and sloping slabs to a comparable precision
unless otherwise specified.
3.12 MISCELLANEOUS CONCRETE ITEMS
A. Filling In: Fill in holes and openings left in concrete structures after work of other trades
is in place unless otherwise indicated. Mix, place, and cure concrete, as specified, to
blend with in-place construction. Provide other miscellaneous concrete filling indicated or
required to complete the 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.
1. 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 from
manufacturer furnishing machines and equipment.
C. Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated
items. Cast-in inserts and accessories as shown on Drawings. Screed, tamp, and trowel
finish concrete surfaces.
3.13 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 301 for
hot-weather protection during curing.
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 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 for the remainder of the curing period.
D. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed
surfaces, including floors and slabs, concrete floor toppings, and other surfaces.
E. Cure concrete according to ACI 308.1, by one or a combination of the following methods:
1. Moisture Curing: Keep surfaces continuously moist for not less than seven days
with the following materials:
a. Water.
b. Continuous water-fog spray.
c. Absorptive cover, water saturated, and kept continuously wet. Cover
concrete surfaces and edges with 12-inch lap over adjacent absorptive
covers.
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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, 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.
a. Cure concrete surfaces to receive floor coverings with either a moisture-
retaining cover or a curing compound that the manufacturer certifies will
not interfere with bonding of floor covering used on Project.
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.
a. Removal: After curing period has elapsed, remove curing compound
without damaging concrete surfaces by method recommended by curing
compound manufacturer unless manufacturer certifies curing compound
will not interfere with bonding of floor covering used on Project.
3.14 JOINT FILLING
A. Prepare, clean, and install joint filler according to manufacturer's written instructions.
1. Defer joint filling until concrete has aged at least one month. Do not fill joints until
construction traffic has permanently ceased.
B. Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave
contact faces of joint clean and dry.
3.15 CONCRETE SURFACE REPAIRS
A. Defective Concrete: Repair and patch defective areas when approved by Architect.
Remove and replace concrete that cannot be repaired and patched to Architect'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 sieve, using only enough water
for handling and placing.
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 in any dimension to solid concrete. Limit cut depth to 3/4
inch. 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. Compact mortar in
place and strike off slightly higher than surrounding surface.
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3, Repair defects on concealed formed surfaces that affect concrete's durability
and structural performance as determined by Architect.
D. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for
finish and verify surface tolerances specified for each surface. Correct low and high
areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped
template.
1. Repair finished surfaces containing defects. Surface defects include spalls,
popouts, honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch
wide or that penetrate to reinforcement or completely through unreinforced
sections regardless of width, and other objectionable conditions.
2. After concrete has cured at least 14 days, correct high areas by grinding.
3. Correct localized low areas during or immediately after completing surface
finishing operations by cutting out low areas and replacing with patching
mortar. Finish repaired areas to blend into adjacent concrete.
4. Correct other low areas scheduled to receive floor coverings with a repair
underlayment. Prepare, mix, and apply repair underlayment and primer
according to manufacturer's written instructions to produce a smooth, uniform,
plane, and level surface. Feather edges to match adjacent floor elevations.
5. Correct other low areas scheduled to remain exposed with a repair topping.
Cut out low areas to ensure a minimum repair topping depth of 1/4 inch to
match adjacent floor elevations. Prepare, mix, and apply repair topping and
primer according to manufacturer's written instructions to produce a smooth,
uniform, plane, and level surface.
6. Repair defective areas, except random cracks and single holes 1 inch or less in
diameter, by cutting out and replacing with fresh concrete. Remove defective
areas with clean, square cuts and expose steel reinforcement with at least a
3/4-inch clearance all around. Dampen concrete surfaces in contact with
patching concrete and apply bonding agent. Mix patching concrete of same
materials and mixture as original concrete except without coarse aggregate.
Place, compact, and finish to blend with adjacent finished concrete. Cure in
same manner as adjacent concrete.
7. Repair random cracks and single holes 1 inch or less in diameter with patching
mortar. Groove top of cracks and cut out holes to sound concrete and clean off
dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply
bonding agent. Place patching mortar before bonding agent has dried.
Compact patching mortar and finish to match adjacent concrete. Keep patched
area continuously moist for at least 72 hours.
E. Perform structural repairs of concrete, subject to Architect's approval, using epoxy
adhesive and patching mortar.
F. Repair materials and installation not specified above may be used, subject to Architect's
approval.
3.16 FIELD QUALITY CONTROL
A. Testing and Inspecting: Owner will engage a qualified testing and inspecting agency to
perform field tests and inspections and prepare test reports. Inspection shall include
checking for compliance with the contract documents and approved shop drawings.
B. Inspections:
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1. Steel reinforcement bar size, spacing and placement including cover, lap
lengths, mechanical butt splices, and bar supports.
2. Post tensioning tendons.
3. Steel reinforcement welding.
4. Headed bolts, studs and embedments.
5. Verification of use of required design mixture.
6. Concrete placement, including conveying and depositing.
7. Curing procedures and maintenance of curing temperature.
8. Verification of concrete strength before removal of shores and forms from
beams and slabs.
C. Concrete Tests: Testing of composite samples of fresh concrete obtained according to
ASTM C 172 shall be performed according to the following requirements:
1. Testing Frequency: Obtain at least one composite sample for each 100 cu. yd.
or fraction thereof of each concrete mixture placed each day.
a. When frequency of testing will provide fewer than five compressive-
strength tests for each concrete mixture, testing shall be conducted from
at least five randomly selected batches or from each batch if fewer than
five are used.
2. Slump: ASTM C 143; one test at point of placement for each composite sample,
but not less than one test for each day's pour of each concrete mixture. Perform
additional tests when concrete consistency appears to change.
3. Air Content: ASTM C 231, pressure method, for normal-weight concrete;
ASTM C 173, volumetric method, for structural lightweight concrete; one test for
each composite sample, but not less than one test for each day's pour of each
concrete mixture.
4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is
40 deg F and below and when 80 deg F and above, and one test for each
composite sample.
5. Unit Weight: ASTM C 567, fresh unit weight of structural lightweight concrete;
one test for each composite sample, but not less than one test for each day's
pour of each concrete mixture.
6. Compression Test Specimens: ASTM C 31.
a. Cast and laboratory cure two sets of two standard cylinder specimens for
each composite sample.
7. Compressive-strength test shall be the average compressive strength from a set
of two specimens obtained from same composite sample and tested at age
indicated.
a. A compressive-strength test shall be the average compressive strength
from a set of two specimens obtained from same composite sample and
tested at age indicated.
8. When strength of field-cured cylinders is less than 85 percent of companion
laboratory-cured cylinders, Contractor shall evaluate operations and provide
corrective procedures for protecting and curing in-place concrete.
9. Strength of each concrete mixture will be satisfactory if every average of any
three consecutive compressive-strength tests equals or exceeds specified
compressive strength and no compressive-strength test value falls below
specified compressive strength by more than 500 psi.
10. Test results shall be reported in writing to Architect, concrete manufacturer, and
Contractor within 48 hours of testing. Reports of compressive-strength tests
shall contain Project identification name and number, date of concrete
placement, name of concrete testing and inspecting agency, location of concrete
batch in Work, design compressive strength at 28 days, concrete mixture
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proportions and materials, compressive breaking strength, and type of break for
both 7- and 28-day tests.
11. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive
device may be permitted by Architect but will not be used as sole basis for
approval or rejection of concrete.
12. Additional Tests: Testing and inspecting agency shall make additional tests of
concrete when test results indicate that slump, air entrainment, compressive
strengths, or other requirements have not been met, as directed by Architect.
Testing and inspecting agency may conduct tests to determine adequacy of
concrete by cored cylinders complying with ASTM C 42 or by other methods as
directed by Architect.
13. Additional testing and inspecting, at Contractor's expense, will be performed to
determine compliance of replaced or additional work with specified requirements.
14. Correct deficiencies in the Work that test reports and inspections indicate do not
comply with the Contract Documents.
END OF SECTION 03 30 00