W912QR21R0008_Specs_PhaseA-0008.pdf

VA 603-320, P2 453413

Louisville VAMC Replacement Phase A

03 30 01 - 1 Amendment 0008

SECTION 03 30 01

CAST-IN-PLACE CONCRETE FOR GARAGE STRUCTURES

02/26/2021

AMENDMENT 0008

PART 1 - GENERAL

1.1 DESCRIPTION:

A. This section specifies cast-in-place structural concrete and materials and mixes for other concrete for Parking Garage structures.

1.2 RELATED WORK:

A. Materials testing and inspection during construction: Section 01 45 29, TESTING LABORATORY SERVICES.

B. Precast Parking Garage structures and associated elements: Section 03

41 33 “PRECAST STRUCTURAL PRETENSIONED CONCRETE”.

C. Concrete roads, walks, and similar exterior site work: Section 32 05

23, CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS.

D. Sustainable Design Requirements: Section 01 81 13, SUSTAINABLE

CONSTRUCTION REQUIREMENTS.

E. Coordination with architectural precast concrete: Section 03 45 00

Precast Architectural Concrete.

1.3 TESTING AGENCY FOR CONCRETE MIX DESIGN:

A. Testing agency for the trial concrete mix design retained and reimbursed by the Contractor and approved by Contracting Officer. For all other testing, refer to Section 01 45 29 Testing Laboratory

Services.

B. Testing agency maintaining active participation in Program of Cement and Concrete Reference Laboratory (CCRL) of National Institute of

Standards and Technology. Accompany request for approval of testing agency with a copy of Report of Latest Inspection of Laboratory

Facilities by CCRL.

C. Testing agency shall furnish equipment and qualified technicians to establish proportions of ingredients for concrete mixes.

1.4 TOLERANCES:

A. Formwork: ACI3 117, except the elevation tolerance of formed surfaces before removal of shores is +0 inch and -3/4 inch.

B. Reinforcement Fabricating and Placing: ACI 117, except that fabrication tolerance for bar sizes Nos. Nos. 3, 4, and 5 (Tolerance Symbol 1 in

Fig. 2.1(a), ACI, 117) used as column ties or stirrups is +0 inch and -

W912QR21R0008_Specs_PhaseA-0008

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1/2 inch where gross bar length is less than 12 feet, or +0 inch and -

3/4 inch where gross bar length is 12 feet or more.

C. Cross-Sectional Dimension: ACI 117, except tolerance for thickness of slabs 12 inches or less is +3/4 inch and -1/4 inch. Tolerance of thickness of beams more than 12 inch but less than 3 feet is +3/4 inch and -3/8 inch.

1. See drawings for special areas in which forming tolerances for walls supporting precast above Level 1 shall be compatible with precast elements above, including provisions to maintain “clear hoistway” within elevator shafts.

D. Slab Finishes: ACI 117, Section 4.5.6, F-number method in accordance with ASTM E1155, except as follows:

1. Test entire slab surface, including those areas within 2 feet of construction joints and vertical elements that project through slab surface.

2. Maximum elevation change which may occur within 2 feet of any column or wall element is 0.25 inches.

3. Allow sample measurement lines that are perpendicular to construction joints to extend past joint into previous placement no further than 5 feet.

1.5 REGULATORY REQUIREMENTS:

A. ACI SP-66 – ACI Detailing Manual.

B. ACI 318 - Building Code Requirements for Reinforced Concrete.

C. ACI 301 – Standard Specifications for Structural Concrete.

1.6 SUBMITTALS:

A. Submit in accordance with SECTION 01 33 00.00 06, SUBMITTAL PROCEDURES.

B. Shop Drawings: Reinforcing steel: Complete shop drawings

C. Mill Test Reports:

1. Reinforcing Steel.

2. Cement.

D. Manufacturer's Certificates:

1. Abrasive aggregate.

2. Air-entraining admixture.

3. Chemical admixtures, including chloride ion content.

4. Waterproof paper for curing concrete.

5. Liquid membrane-forming compounds for curing concrete.

6. Non-shrinking grout.

7. Waterstops.

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8. Expansion joint filler.

9. Adhesive binder.

E. Testing Agency for Concrete Mix Design: Approval request including qualifications of principals and technicians and evidence of active participation in program of Cement and Concrete Reference Laboratory

(CCRL) of National Institute of Standards and Technology and copy of report of latest CCRL, Inspection of Laboratory.

F. Test Report for Concrete Mix Designs: Trial mixes including water-cement, fly ash ratio curves, concrete mix ingredients, and admixtures.

G. Test reports for aggregates: Include service record data indicating absence of deleterious expansion of concrete due to alkali aggregate reactivity.

H. Submit samples for selection and verification of each colored facing unit required, stained showing the full range of color and texture to be expected for Architect’s approval. Refer to drawings for color selection.

1.7 DELIVERY, STORAGE, AND HANDLING:

A. Conform to ACI 304. Store aggregate separately for each kind or grade, to prevent segregation of sizes and avoid inclusion of dirt and other materials.

B. Deliver cement in original sealed containers bearing name of brand and manufacturer, and marked with net weight of contents. Store in suitable watertight building in which floor is raised at least 1 foot above ground. Store bulk cement and fly ash in separate suitable bins.

C. Deliver other packaged materials for use in concrete in original sealed containers, plainly marked with manufacturer's name and brand, and protect from damage until used.

1.8 PRE-CONCRETE CONFERENCE:

A. General: At least 15 days prior to submittal of design mixes, conduct a meeting to review proposed methods of concrete construction to achieve the required results.

B. Agenda: Includes but is not limited to:

1. Submittals.

2. Coordination of work.

3. Availability of material.

4. Concrete mix design including admixtures.

5. Methods of placing, finishing, and curing.

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6. Finish criteria required to obtain required flatness and levelness.

7. Timing of floor finish measurements.

8. Material inspection and testing.

9. Timing of installation of floor finishes.

10. Concrete requirements for installation of floor finishes.

11. Subsurface preparation of slabs for floor finishes.

AMENDMENT 0008***************************************************************

C. Attendees: Include but not limited to representatives of Contractor;

subcontractors involved in supplying, conveying, placing, finishing, and curing concrete; lightweight aggregate manufacturer; admixture manufacturers; subsurface preparation for floor finishes contractor;

flooring contractor; Contracting Officer; Consulting Engineer;

Department of Veterans Affairs retained testing laboratories for concrete testing and finish (F-number) verification.

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D. Minutes of the meeting: Contractor shall take minutes and type and distribute the minutes to attendees within five days of the meeting.

1.9 MOCK-UP:

A. In addition to the other specified samples and tests, construct a mock-up using the materials, reinforcing, forming system, pigment to achieve colored concrete, and construction methods proposed for use in exposed architectural concrete.

B. Construct the mock-up with at least a 2.5 m by 2.5 m (8 feet by 8 feet) exposed surface. Include the following where applicable: Control joints, recesses or other typical architectural details.

C. Before casting the mock-up, submit full detailed Shop Drawings of the mock-up formwork for review by the Architect. Perform all necessary preliminary tests to ensure that concrete used for the mock-up will exactly match the approved sample in color and texture.

D. Perform the surface treatment proposed for use on one or more areas not less than 300 mm by 300 mm (1 foot by 1 foot) on the back side of the mock-up to establish the texture of finish required by the Architect.

Repeat as required until a sample satisfactory to the Architect has been obtained.

E. Treat the finished front surface of the mock-up to produce a uniform appearance similar in every respect to the approved sample area.

F. The completed mock-up shall be inspected by the Architect. Failure of the mock-up to match the approved sample will require the construction

03 30 01 - 5 Amendment 0008 of further mock-ups until approval is obtained. Remove rejected mock-ups immediately.

G. Maintain the approved mock-ups in good condition at the job site until all architectural concrete surfaces have been completed and approved by the Architect. Remove the mock-up from the site after completion of the above.

1.10 APPLICABLE PUBLICATIONS:

A. Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only.

AMENDMENT 0008***************************************************************

B. American Concrete Institute (ACI):

117-10 .................Specifications for Tolerances for Concrete

Construction and Materials and Commentary

211.1-91(R2009) ........Standard Practice for Selecting Proportions for

Normal, Heavyweight, and Mass Concrete

211.2-98(R2004) ........Standard Practice for Selecting Proportions for

Structural Lightweight Concrete

214R-11 ................Guide to Evaluation of Strength Test Results of

Concrete

301-10 .................Standard Practice for Structural Concrete

304R-00(R2009) .........Guide for Measuring, Mixing, Transporting, and

Placing Concrete

305.1-06 ...............Specification for Hot Weather Concreting

306.1-90(R2002) ........Standard Specification for Cold Weather

Concreting

308.1-11 ...............Specification for Curing Concrete

309R-05 ................Guide for Consolidation of Concrete

318-11 .................Building Code Requirements for Structural

Concrete and Commentary

347-04 .................Guide to Formwork for Concrete

SP-66-04 ...............ACI Detailing Manual

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C. American National Standards Institute and American Hardboard

Association (ANSI/AHA):

A135.4-2004 ............Basic Hardboard

AMENDMENT 0008***************************************************************

D. American Society for Testing and Materials (ASTM):

03 30 01 - 6 Amendment 0008

A82-07 .................Standard Specification for Steel Wire, Plain, for Concrete Reinforcement

A185-07 ................Standard Specification for Steel Welded Wire

Reinforcement, Plain, for Concrete

A615-09 ................Standard Specification for Deformed and Plain

Carbon Steel Bars for Concrete Reinforcement

C31-10 .................Standard Practice for Making and Curing

Concrete Test Specimens in the field

C33-11A ................Standard Specification for Concrete Aggregates

C39-12 .................Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

C94-12 .................Standard Specification for Ready Mixed Concrete

C143-10 ................Standard Test Method for Slump of Hydraulic

Cement Concrete

C150-11 ................Standard Specification for Portland Cement

C171-07 ................Standard Specification for Sheet Materials for

Curing Concrete

C172-10 ................Standard Practice for Sampling Freshly Mixed

Concrete

C173-10... .............Standard Test Method for Air Content of Freshly

Mixed Concrete by the Volumetric Method

C192-07 ................Standard Practice for Making and Curing

Concrete Test Specimens in the Laboratory

C231-10 ................Standard Test Method for Air Content of Freshly

Mixed Concrete by the Pressure Method

C260-10 ................Standard Specification for Air Entraining

Admixtures for Concrete

C330-09 ................Standard Specification for Lightweight

Aggregates for Structural Concrete

C494-11 ................Standard Specification for Chemical Admixtures for Concrete

C618-12 ................Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in

Concrete

C881-10 ................Standard Specification for Epoxy Resin Base

Bonding Systems for Concrete

C1107-11 ...............Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink)

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C1567-13 ...............Standard Test Method for Determining the

Potential Alkali-Silica Reactivity of

Combinations of Cementitious Materials and

Aggregate (Accelerated Mortar-Bar Method)

C1582 – 11 .............Standard Specification for Admixtures to

Inhibit Chloride-Induced Corrosion of

Reinforcing Steel in Concrete

D1751-04(R2008) ........Standard Specification for Preformed Expansion

Joint Filler for Concrete Paving and Structural

Construction (Non-extruding and Resilient

Bituminous Types)

D4263-83(2012) .........Standard Test Method for Indicating Moisture in

Concrete by the Plastic Sheet Method.

D4397-10 ...............Standard Specification for Polyethylene

Sheeting for Construction, Industrial and

Agricultural Applications

E1155-96(R2008) ........Standard Test Method for Determining FF Floor

Flatness and FL Floor Levelness Numbers

F1869-11 ...............Standard Test Method for Measuring Moisture

Vapor Emission Rate of Concrete Subfloor Using

Anhydrous Calcium Chloride.

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E. American Welding Society (AWS):

D1.4 ...................Structural Welding Code - Reinforcing Steel

F. Concrete Reinforcing Steel Institute (CRSI):

Handbook 2008

G. National Cooperative Highway Research Program (NCHRP):

Report On ..............Concrete Sealers for the Protection of Bridge

Structures

H. U. S. Department of Commerce Product Standard (PS):

PS 1 ...................Construction and Industrial Plywood

PS 20 ..................American Softwood Lumber

I. U. S. Army Corps of Engineers Handbook for Concrete and Cement:

CRD C513 ...............Rubber Waterstops

CRD C572 ...............Polyvinyl Chloride Waterstops

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PART 2 – PRODUCTS:

2.1 FORMS:

A. Wood: PS 20 free from loose knots and suitable to facilitate finishing concrete surface specified; tongue and grooved.

B. Plywood: PS-1 Exterior Grade B-B (concrete-form) 5/8 inch, or 3/4 inch thick for unlined contact form. B-B High Density Concrete Form Overlay optional.

C. Metal for Concrete Rib-Type Construction: Steel (removal type) of suitable weight and form to provide required rigidity.

D. Permanent Steel Form for Concrete Slabs: Corrugated, ASTM A653, Grade

E, and Galvanized, ASTM A653, G90. Provide venting where insulating concrete fill is used.

E. Corrugated Fiberboard Void Boxes: Double faced, completely impregnated with paraffin and laminated with moisture resistant adhesive, size as shown. Design forms to support not less than 1000 psf and not lose more than 15 percent of their original strength after being completely submerged in water for 24 hours and then air dried.

F. Form Lining:

1. Hardboard: ANSI/AHA A135.4, Class 2 with one (S1S) smooth side)

2. Plywood: Grade B-B Exterior (concrete-form) not less than 1/4 inch thick.

3. Plastic, fiberglass, or elastomeric capable of reproducing the desired pattern or texture.

G. Form Ties: Develop a minimum working strength of 3000 pounds when fully assembled. Ties shall be adjustable in length to permit tightening of forms and not have any lugs, cones, washers to act as spreader within form, nor leave a hole larger than 3/4 inch diameter, or a depression in exposed concrete surface, or leave metal closer than 1 1/2 inches to concrete surface. Wire ties not permitted. Cutting ties back from concrete face not permitted.

2.2 MATERIALS:

A. Portland Cement: ASTM C150 Type I or II.

B. Fly Ash: ASTM C618, Class C or F including supplementary optional requirements relating to reactive aggregates and alkalies, and loss on ignition (LOI) not to exceed 5 percent.

C. Coarse Aggregate: ASTM C33.

1. Size 67 or Size 467 may be used for footings and walls over 12 inches thick.

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2. Coarse aggregate for applied topping, encasement of steel columns, and metal pan stair fill shall be Size 7.

3. Maximum size of coarse aggregates not more than one-fifth of narrowest dimension between sides of forms, one-third of depth of slabs, nor three-fourth of minimum clear spacing between reinforcing bars.

4. For tremie placed concrete within drilled shafts, maximum size of coarse aggregate not more than one-fifth of narrowest dimension between reinforcing steel and temporary casing, nor one-fourth of minimum clear spacing between reinforcing bars.

5. 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.

6. Free of materials with deleterious reactivity to alkali in cement.

The expansion result of the aggregates and cementitious materials combination determined in accordance with ASTM C1567 must not exceed

0.10 percent at an age of 16 days. Coarse aggregates shall be tested separately from fine aggregate.

D. Fine Aggregate: ASTM C33. Fine aggregate for applied concrete floor topping shall pass a No. 4 sieve, 10 percent maximum shall pass a No.

100 sieve.

1. Free of materials with deleterious reactivity to alkali in cement.

The expansion result of the aggregates and cementitious materials combination determined in accordance with ASTM C1567 must not exceed

0.10 percent at an age of 16 days. Fine aggregates shall be tested separately from coarse aggregate.

E. Mixing Water: Fresh, clean, and potable.

F. Admixtures:

1. Water Reducing Admixture: ASTM C494, Type A and not contain more chloride ions than are present in municipal drinking water.

2. Water Reducing, Retarding Admixture: ASTM C494, Type D and not contain more chloride ions than are present in municipal drinking water.

3. High-Range Water-Reducing Admixture (Superplasticizer): ASTM C494, Type F or G, and not contain more chloride ions than are present in municipal drinking water.

03 30 01 - 10 Amendment 0008

4. Non-Corrosive, Non-Chloride Accelerator: ASTM C494, Type C or E, and not contain more chloride ions than are present in municipal drinking water. Admixture manufacturer must have long-term non-corrosive test data from an independent testing laboratory of at least one year duration using an acceptable accelerated corrosion test method such as that using electrical potential measures.

5. Air Entraining Admixture: ASTM C260.

6. Micro silica: Use only with prior review and acceptance of the

Contracting Officer. Use only in conjunction with high range water reducer.

7. Calcium Nitrite corrosion inhibitor: ASTM C494 Type C.

8. Prohibited Admixtures: Calcium chloride, thiocyanate or admixtures containing more than 0.05 percent chloride ions are not permitted.

9. Certification: Written conformance to the requirements above and the chloride ion content of the admixture prior to mix design review.

10.Waterproofing admixture: provide an integral crystalline waterproofing admixture at dosages recommended by the admixture supplier to achieve a reduction in permeability and water penetration when exposed to direct water contact.

a) Manufacturers: XYPEX Chemical Corp.;

b) Permeability:

1) No measurable leakage through waterproofed concrete, when tested in accordance with COE CRD-C 48 at 350 feet (106 m) of head or 150 psi (1034 kPa). After 5 days untreated samples shall leak and the treated samples shall exhibit no measurable leakage.

2) Independent testing shall be performed according to EN 12390-

8. Treated samples shall be exposed to water with a pressure of 0.5 MPa for 72 hours. Treated samples must exhibit a reduction in permeability coefficient of at least 80% when compared to control concrete. Control samples must have a depth of penetration of at least 50 mm.

G. Vapor Barrier: ASTM D4397, 15 mil.

H. Reinforcing Steel: ASTM A615, deformed, grade as shown.

I. Welded Wire Fabric: ASTM A185.

J. Synthetic Macro-Fibers: ASTM C009.42, virgin polyolefin, equivalent diameter between 0.16 inch and 0.05 inch, minimum length to equivalent diameter aspect ratio of 50.

03 30 01 - 11 Amendment 0008

K. Epoxy Coated Reinforcing Bars: ASTM A775.

L. Cold Drawn Steel Wire: ASTM A82.

M. Supports, Spacers, and Chairs: Types which will hold reinforcement in position shown in accordance with requirements of ACI 318 except as specified.

N. Expansion Joint Filler: ASTM D1751.

O. Sheet Materials for Curing Concrete: ASTM C171.

P. Liquid Membrane-forming Compounds for Curing Concrete: ASTM C309, Type

I, with fugitive dye, and shall meet the requirements of ASTM

C1315.Compound shall be compatible with scheduled surface treatment, such as paint and resilient tile, and shall not discolor concrete surface.

Q. Abrasive Aggregate: Aluminum oxide grains or emery grits.

R. (NOT USED)

AMENDMENT 0005************************************************************

S. Penetrating Sealer: For use on parking garage ramps and decks. High penetration silane sealer providing minimum 95 percent screening per

National Cooperative Highway Research Program (NCHRP) No. 244 standards for chloride ion penetration resistance. Requires moist (non-membrane) curing of slab.

************************************************************AMENDMENT 0005

T. Non-Shrink Grout:

1. ASTM C1107, pre-mixed, produce a compressive strength of at least

2500 psi at three days and 5000 psi at 28 days. Furnish test data from an independent laboratory indicating that the grout when placed at a fluid consistency shall achieve 95 percent bearing under a 4 foot by 4 foot base plate.

2. Where high fluidity or increased placing time is required, furnish test data from an independent laboratory indicating that the grout when placed at a fluid consistency shall achieve 95 percent under an

18 inch by 36 inch base plate.

U. Adhesive Binder: ASTM C881.

V. Waterstops:

1. Polyvinyl Chloride Waterstop: CRD C572.

W. Porous Backfill: Crushed stone or gravel graded from 1 inch to 3/4 inch.

X. Fibers:

03 30 01 - 12 Amendment 0008

1. Synthetic Fibers: Monofilament or fibrillated polypropylene fibers for secondary reinforcing of concrete members. Use appropriate length and 1.5 lb. per cubic yard.

Y. Epoxy Joint Filler: Two component, 100 percent solids compound, with a minimum shore D hardness of 50.

Z. Bonding Admixture: Non-rewettable, polymer modified, bonding compound.

AA.Architectural Concrete: For areas designated as architectural concrete on the Contract Documents, use colored cements and specially selected aggregates as necessary to produce a concrete of a color and finish which exactly matches the designated sample panel.

2.3 CONCRETE MIXES:

AMENDMENT 0007***************************************************************

A. Delegated Design - Mix Designs: Engage a qualified Professional

Engineer, as defined in Division 01. Proportioned in accordance with

Section 5.3, "Proportioning on the Basis of Field Experience and/or

Trial Mixtures" of ACI 318.

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1. If trial mixes are used, make a set of at least 6 cylinders in accordance with ASTM C192 for test purposes from each trial mix;

test three for compressive strength at 7 days and three at 28 days.

2. Submit a report of results of each test series, include a detailed listing of the proportions of trial mix or mixes, including cement, fly ash, admixtures, weight of fine and coarse aggregate per cubic yard measured dry rodded and damp loose, specific gravity, fineness modulus, percentage of moisture, air content, water-cement -fly ash ratio, and consistency of each cylinder in terms of slump.

3. Prepare a curve showing relationship between water-cement -fly ash ratio at 7-day and 28-day compressive strengths. Plot each curve using at least three specimens.

4. If the field experience method is used, submit complete standard deviation analysis.

5. For each mix design, provide results from testing for aggregates and non-portland cementitious materials with regards to ASR (ASTM

C1582).

B. Fly Ash Testing: Submit certificate verifying conformance with ASTM 618 initially with mix design and for each truck load of fly ash delivered from source. Submit test results performed within 6 months of submittal

03 30 01 - 13 Amendment 0008 date. Notify Contracting Officer immediately when change in source is anticipated.

1. Testing Laboratory used for fly ash certification/testing shall participate in the Cement and Concrete Reference Laboratory (CCRL) program. Submit most recent CCRL inspection report.

C. After approval of mixes no substitution in material or change in proportions of approval mixes may be made without additional tests and approval of Contracting Officer or as specified. Making and testing of preliminary test cylinders may be carried on pending approval of cement and fly ash, providing Contractor and manufacturer certify that ingredients used in making test cylinders are the same. Contracting

Officer may allow Contractor to proceed with depositing concrete for certain portions of work, pending final approval of cement and fly ash and approval of design mix.

AMENDMENT 0008***************************************************************

D. Cement Factor: Maintain minimum cement factors in Table I regardless of compressive strength developed above minimums. Use Fly Ash as an admixture with 20% replacement by weight in all structural work.

Increase this replacement to 40% for mass concrete, and reduce it to

10% for drilled piers and caissons. Fly ash shall not be used in high-early mix design.

03 30 01 - 14 Amendment 0008

TABLE I - CEMENT AND WATER FACTORS FOR CONCRETE

Concrete Strength Non-Air- Entrained

Air-Entrained

Min. 28 Day Comp. Str.

(psi)

Max. Water Cement Ratio

Max. Water Cement Ratio

(4500 & 5000)1,2

0.40 0.40

(4000)1,2 0.55 0.50

(3000)1,2 0.65 0.55

(3000)1 * *

1. If trial mixes are used, the proposed mix design shall achieve a compressive strength 1200 psi in excess of f'c.

2. For concrete exposed to high sulfate content soils maximum water cement ratio is 0.44.

3. Determined by Laboratory in accordance with ACI 211.1 for normal concrete or ACI 211.2 for lightweight structural concrete.

4. For concrete strength values between those listed in the table above

(i.e. 4,500 psi) linearly interpolate values.

E. Maximum Slump: Maximum slump, as determined by ASTM C143 with tolerances as established by ASTM C94, for concrete to be vibrated shall be as shown in Table II.

TABLE II - MAXIMUM SLUMP, INCHES*

Type of Construction Normal Weight Concrete

Lightweight Structural Concrete

Reinforced Footings and Substructure Walls

3 inches 3 inches

Slabs, Beams, Reinforced Walls, and Building Columns

4 inches 4 inches

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F. Slump may be increased by the use of the approved high-range water-reducing admixture (superplasticizer). Tolerances as established by

ASTM C94. Concrete containing the high-range-water-reducing admixture may have a maximum slump of 9 inches. The concrete shall arrive at the job site at a slump of 2 inches to 3 inches. This should be verified, 03 30 01 - 15 Amendment 0008 and then the high-range-water-reducing admixture added to increase the slump to the approved level.

G. Air-Entrainment: Air-entrainment of normal weight concrete shall conform with Table III. Determine air content by either ASTM C173 or

ASTM C231.

TABLE III - TOTAL AIR CONTENT

FOR VARIOUS SIZES OF COARSE AGGREGATES (NORMAL CONCRETE)

Nominal Maximum Size of Total Air Content

Coarse Aggregate, Inches Percentage by Volume

3/8 in .6 to 10 1/2 in .5 to 9

3/4 in .4 to 8 1 in .3-1/2 to 6-1/2

1 1/2 in .3 to 6

H. High early strength concrete, made with Type III cement or Type I cement plus non-corrosive accelerator, shall have a 7-day compressive strength equal to specified minimum 28-day compressive strength for concrete type specified made with standard Portland cement.

I. Concrete slabs placed at air temperatures below 50 degrees Fahrenheit use non-corrosive, non-chloride accelerator. Concrete required to be air entrained use approved air entraining admixture. Pumped concrete, synthetic fiber concrete, architectural concrete, concrete required to be watertight, and concrete with a water/cement ratio below 0.50 use high-range water-reducing admixture (superplasticizer).

J. Durability: Use air entrainment for exterior exposed concrete subjected to freezing and thawing and other concrete shown or specified. For air content requirements see Table III.

K. For concrete placed within parking structures intended as field-placed decking surface, incorporate corrosion inhibiting admixture with dosage rate defined by manufacturer in compliance with ASTM C1582 “Standard

Specification for Admixtures to Inhibit Chloride-Induced Corrosion of

Reinforcing Steel in Concrete”.

L. Integral waterproofing admixture shall be incorporated into concrete placed for pit structures and retaining walls.

M. Enforcing Strength Requirements: Test as specified in Section 01 45 29, TESTING LABORATORY SERVICES, during the progress of the work. Seven-day tests may be used as indicators of 28-day strength. Average of any three 28-day consecutive strength tests of laboratory-cured specimens representing each type of concrete shall be equal to or greater than

03 30 01 - 16 Amendment 0008 specified strength. No single test shall be more than 500 psi below specified strength. Interpret field test results in accordance with ACI

214. Should strengths shown by test specimens fall below required values, Contracting Officer may require any one or any combination of the following corrective actions, at no additional cost to the

Government:

1. Require changes in mix proportions by selecting one of the other appropriate trial mixes or changing proportions, including cement content, of approved trial mix.

2. Require additional curing and protection.

3. If five consecutive tests fall below 95 percent of minimum values given in Table I or if test results are so low as to raise a question as to the safety of the structure, Contracting Officer may direct Contractor to take cores from portions of the structure. Use results from cores tested by the Contractor retained testing agency to analyze structure.

4. If strength of core drilled specimens falls below 85 percent of minimum value given in Table I, Contracting Officer may order load tests, made by Contractor retained testing agency, on portions of building so affected. Load tests in accordance with ACI 318 and criteria of acceptability of concrete under test as given therein.

5. Concrete work, judged inadequate by structural analysis, by results of load test, or for any reason, shall be reinforced with additional construction or replaced, if directed by the Contracting Officer.

2.4 BATCHING AND MIXING:

A. General: Concrete shall be "Ready-Mixed" and comply with ACI 318 and

ASTM C94, except as specified. Batch mixing at the site is permitted.

Mixing process and equipment must be approved by Contracting Officer.

With each batch of concrete, furnish certified delivery tickets listing information in Paragraph 16.1 and 16.2 of ASTM C94. Maximum delivery temperature of concrete is 100 degrees Fahrenheit. Minimum delivery temperature as follows:

Atmospheric Temperature Minimum Concrete Temperature

30 degrees to 40 degrees F 60 degrees F.

0 degrees to 30 degrees F. 70 degrees F.

03 30 01 - 17 Amendment 0008

PART 3 – EXECUTION

3.1 FORMWORK:

AMENDMENT 0007***************************************************************

A. Delegated Design - General: Design in accordance with ACI 347 is the responsibility of the Contractor. The Contractor shall retain a registered Professional Engineer, as defined in Division 01, to design the formwork, shores, and reshores.

***************************************************************AMENDMENT 0007

1. Form boards and plywood forms may be reused for contact surfaces of exposed concrete only if thoroughly cleaned, patched, and repaired and Contracting Officer approves their reuse.

2. Provide forms for concrete footings unless Contracting Officer determines forms are not necessary.

3. Corrugated fiberboard forms: Place forms on a smooth firm bed, set tight, with no buckled cartons to prevent horizontal displacement, and in a dry condition when concrete is placed.

B. Treating and Wetting: Treat or wet contact forms as follows:

1. Coat plywood and board forms with non-staining form sealer. In hot weather, cool forms by wetting with cool water just before concrete is placed.

2. Clean and coat removable metal forms with light form oil before reinforcement is placed. In hot weather, cool metal forms by thoroughly wetting with water just before placing concrete.

3. Use sealer on reused plywood forms as specified for new material.

C. Size and Spacing of Studs: Size and space studs, wales and other framing members for wall forms so as not to exceed safe working stress of kind of lumber used nor to develop deflection greater than 1/270 of free span of member.

D. Unlined Forms: Use plywood forms to obtain a smooth finish for concrete surfaces. Tightly butt edges of sheets to prevent leakage. Back up all vertical joints solidly and nail edges of adjacent sheets to same stud with 6d box nails spaced not over 6 inches apart.

E. Lined Forms: May be used in lieu of unlined plywood forms. Back up form lining solidly with square edge board lumber securely nailed to studs with all edges in close contact to prevent bulging of lining. No joints in lining and backing may coincide. Nail abutted edges of sheets to same backing board. Nail lining at not over 8 inches on center along

03 30 01 - 18 Amendment 0008 edges and with at least one nail to each square foot of surface area;

nails to be 3d blued shingle or similar nails with thin flatheads.

F. Architectural Liner: Attach liner as recommended by the manufacturer with tight joints to prevent leakage.

G. Wall Form Ties: Locate wall form ties in symmetrically level horizontal rows at each line of wales and in plumb vertical tiers. Space ties to maintain true, plumb surfaces. Provide one row of ties within 6 inches above each construction joint. Space through-ties adjacent to horizontal and vertical construction joints not over 18 inches on center.

1. Tighten row of ties at bottom of form just before placing concrete and, if necessary, during placing of concrete to prevent seepage of concrete and to obtain a clean line. Ties to be entirely removed shall be loosened 24 hours after concrete is placed and shall be pulled from least important face when removed.

2. Coat surfaces of all metal that is to be removed with paraffin, cup grease or a suitable compound to facilitate removal.

H. Inserts, Sleeves, and Similar Items: Flashing reglets, steel strips, masonry ties, anchors, wood blocks, nailing strips, grounds, inserts, wire hangers, sleeves, drains, guard angles, forms for floor hinge boxes, inserts or bond blocks for elevator guide rails and supports, and other items specified as furnished under this and other sections of specifications and required to be in their final position at time concrete is placed shall be properly located, accurately positioned, and built into construction, and maintained securely in place.

1. Locate inserts or hanger wires for furred and suspended ceilings only in bottom of concrete joists, or similar concrete member of overhead concrete joist construction.

2. Install sleeves, inserts and similar items for mechanical services in accordance with drawings prepared specially for mechanical services. Contractor is responsible for accuracy and completeness of drawings and shall coordinate requirements for mechanical services and equipment.

3. Do not install sleeves in beams, joists or columns except where shown or permitted by Contracting Officer. Install sleeves in beams, joists, or columns that are not shown, but are permitted by the

Contracting Officer, and require no structural changes, at no additional cost to the Government.

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4. Minimum clear distance of embedded items such as conduit and pipe is at least three times diameter of conduit or pipe, except at stub-ups and other similar locations.

5. Provide recesses and block outs in floor slabs for door closers and other hardware as necessary in accordance with manufacturer's instructions.

I. Construction Tolerances:

1. Set and maintain concrete formwork to assure erection of completed work within tolerances specified and to accommodate installation of other rough and finish materials. Accomplish remedial work necessary for correcting excessive tolerances. Erected work that exceeds specified tolerance limits shall be remedied or removed and replaced, at no additional cost to the Government.

2. Permissible surface irregularities for various classes of materials are defined as "finishes" in specification sections covering individual materials. They are to be distinguished from tolerances specified which are applicable to surface irregularities of structural elements.

3.2 PLACING REINFORCEMENT:

A. General: Details of concrete reinforcement in accordance with ACI 318 unless otherwise shown.

B. Placing: Place reinforcement conforming to CRSI DA4, unless otherwise shown.

1. Place reinforcing bars accurately and tie securely at intersections and splices with 16 gauge black annealed wire. Secure reinforcing bars against displacement during the placing of concrete by spacers, chairs, or other similar supports. Portions of supports, spacers, and chairs in contact with formwork shall be made of plastic in areas that will be exposed when building is occupied. Type, number, and spacing of supports conform to ACI 318. Where concrete slabs are placed on ground, use concrete blocks or other non-corrodible material of proper height, for support of reinforcement. Use of brick or stone supports will not be permitted.

2. Lap welded wire fabric at least 1 1/2 mesh panels plus end extension of wires not less than 12 inches in structural slabs. Lap welded wire fabric at least 1/2 mesh panels plus end extension of wires not less than 6 inches in slabs on grade.

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3. Splice column steel at no points other than at footings and floor levels unless otherwise shown.

C. Spacing: Minimum clear distances between parallel bars, except in columns and multiple layers of bars in beams shall be equal to nominal diameter of bars. Minimum clear spacing is 1 inch or 1-1/3 times maximum size of coarse aggregate.

D. Splicing: Splices of reinforcement made only as required or shown or specified. Accomplish splicing as follows:

1. Lap splices: Do not use lap splices for bars larger than Number 11.

Minimum lengths of lap as shown.

2. Mechanical Splices: Develop in tension and compression at least 125 percent of the yield strength (fy) of the bars. Stresses of transition splices between two reinforcing bar sizes based on area of smaller bar. Provide mechanical splices at locations indicated.

Use approved exothermic, tapered threaded coupling, or swaged and threaded sleeve. Exposed threads and swaging in the field not permitted.

a. Initial qualification: In the presence of Contracting Officer, make three test mechanical splices of each bar size proposed to be spliced. Department of Veterans Affairs retained testing laboratory will perform load test.

b. During installation: Furnish, at no additional cost to the

Government, one companion (sister) splice for every 50 splices for load testing. Department of Veterans Affairs retained testing laboratory will perform the load test.

E. Bending: Bend bars cold, unless otherwise approved. Do not field bend bars partially embedded in concrete, except when approved by

Contracting Officer.

F. Cleaning: Metal reinforcement, at time concrete is placed, shall be free from loose flaky rust, mud, oil, or similar coatings that will reduce bond.

G. Future Bonding: Protect exposed reinforcement bars intended for bonding with future work by wrapping with felt and coating felt with a bituminous compound unless otherwise shown.

3.3 VAPOR BARRIER:

A. Except where membrane waterproofing is required, interior concrete slab on grade shall be placed on a continuous vapor barrier.

03 30 01 - 21 Amendment 0008

1. Grade-level parking garage floor is not considered “interior concrete slab”. Only those floor spaces fully enclosed by walls are considered “interior concrete”.

2. Vapor barrier joints lapped 6 inches and sealed with compatible waterproof pressure-sensitive tape.

3. Patch punctures and tears.

3.4 SLABS RECEIVING RESILIENT COVERING (NOT USED)

3.5 CONSTRUCTION JOINTS:

A. Unless otherwise shown, location of construction joints to limit individual placement shall not exceed 80 feet in any horizontal direction, except slabs on grade which shall have construction joints shown. Allow 48 hours to elapse between pouring adjacent sections unless this requirement is waived by Contracting Officer.

B. Locate construction joints in suspended floors near the quarter-point of spans for slabs, beams or girders, unless a beam intersects a girder at center, in which case joint in girder shall be offset a distance equal to twice width of beam. Provide keys and inclined dowels as shown. Provide longitudinal keys as shown.

C. Place concrete for columns slowly and in one operation between joints.

Install joints in concrete columns at underside of deepest beam or girder framing into column.

D. Allow 2 hours to elapse after column is cast before concrete of supported beam, girder or slab is placed. Place girders, beams, grade beams, column capitals, brackets, and haunches at the same time as slab unless otherwise shown.

E. Install polyvinyl chloride or rubber water seals, as shown in accordance with manufacturer's instructions, to form continuous watertight seal.

3.6 EXPANSION JOINTS AND CONTRACTION JOINTS:

A. Clean expansion joint surfaces before installing premolded filler and placing adjacent concrete.

B. Install polyvinyl chloride or rubber water seals, as shown in accordance with manufacturer's instructions, to form continuous watertight seal.

C. Provide contraction (control) joints in floor slabs as indicated on the contract drawings. Joints shall be either formed or saw cut, to the indicated depth after the surface has been finished. Complete saw

03 30 01 - 22 Amendment 0008 joints within 4 to 12 hours after concrete placement. Protect joints from intrusion of foreign matter.

3.7 PLACING CONCRETE:

A. Preparation:

1. Remove hardened concrete, wood chips, shavings and other debris from forms.

2. Remove hardened concrete and foreign materials from interior surfaces of mixing and conveying equipment.

3. Have forms and reinforcement inspected and approved by Contracting

Officer before depositing concrete.

4. Provide runways for wheeling equipment to convey concrete to point of deposit. Keep equipment on runways which are not supported by or bear on reinforcement. Provide similar runways for protection of vapor barrier on coarse fill.

B. Bonding: Before depositing new concrete on or against concrete which has been set or precast surfaces, thoroughly roughen and clean existing surfaces of laitance, foreign matter, and loose particles.

1. Preparing surface for applied topping:

a. Remove laitance, mortar, oil, grease, paint, or other foreign material by sand blasting. Clean with vacuum type equipment to remove sand and other loose material.

b. Broom clean and keep base slab wet for at least four hours before topping is applied.

c. Use a thin coat of one part Portland cement, 1.5 parts fine sand, bonding admixture; and water at a 50: 50 ratio and mix to achieve the consistency of thick paint. Apply to a damp base slab by scrubbing with a stiff fiber brush. New concrete shall be placed while the bonding grout is still tacky.

C. Conveying Concrete: Convey concrete from mixer to final place of deposit by a method which will prevent segregation. Method of conveying concrete is subject to approval of Contracting Officer.

D. Placing: For special requirements see Paragraphs, HOT WEATHER and COLD

WEATHER.

1. Do not place concrete when weather conditions prevent proper placement and consolidation, or when concrete has attained its initial set, or has contained its water or cement content more than

1 1/2 hours.

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2. Deposit concrete in forms as near as practicable in its final position. Prevent splashing of forms or reinforcement with concrete in advance of placing concrete.

3. Do not drop concrete freely more than 10 feet for concrete containing the high-range water-reducing admixture

(superplasticizer) or 5 feet for conventional concrete. Where greater drops are required, use a tremie or flexible spout (canvas elephant trunk), attached to a suitable hopper.

4. Discharge contents of tremies or flexible spouts in horizontal layers not exceeding 20 inches in thickness, and space tremies such as to provide a minimum of lateral movement of concrete.

5. Continuously place concrete until an entire unit between construction joints is placed. Rate and method of placing concrete shall be such that no concrete between construction joints will be deposited upon or against partly set concrete, after its initial set has taken place, or after 45 minutes of elapsed time during concrete placement.

6. On bottom of members with severe congestion of reinforcement, deposit 1 inch layer of flowing concrete containing the specified high-range water-reducing admixture (superplasticizer). Successive concrete lifts may be a continuation of this concrete or concrete with a conventional slump.

7. Concrete on metal deck:

a. Concrete on metal deck shall be minimum thickness shown. Allow for deflection of steel beams and metal deck under the weight of wet concrete in calculating concrete quantities for slab.

1) The Contractor shall become familiar with deflection characteristics of structural frame to include proper amount of additional concrete due to beam/deck deflection.

E. Consolidation: Conform to ACI 309. Immediately after depositing, spade concrete next to forms, work around reinforcement and into angles of forms, tamp lightly by hand, and compact with mechanical vibrator applied directly into concrete at approximately 18 inch intervals.

Mechanical vibrator shall be power driven, hand operated type with minimum frequency of 5000 cycles per minute having an intensity sufficient to cause flow or settlement of concrete into place. Vibrate concrete to produce thorough compaction, complete embedment of

03 30 01 - 24 Amendment 0008 reinforcement and concrete of uniform and maximum density without segregation of mix. Do not transport concrete in forms by vibration.

1. Use of form vibration shall be approved only when concrete sections are too thin or too inaccessible for use of internal vibration.

2. Carry on vibration continuously with placing of concrete. Do not insert vibrator into concrete that has begun to set.

3.8 HOT WEATHER:

A. Follow the recommendations of ACI 305 or as specified to prevent problems in the manufacturing, placing, and curing of concrete that can adversely affect the properties and serviceability of the hardened concrete. Methods proposed for cooling materials and arrangements for protecting concrete shall be made in advance of concrete placement and approved by Contracting Officer.

3.9 COLD WEATHER:

A. Follow the recommendations of ACI 306 or as specified to prevent freezing of concrete and to permit concrete to gain strength properly.

Use only the specified non-corrosive, non-chloride accelerator. Do not use calcium chloride, thiocyantes or admixtures containing more than

0.05 percent chloride ions. Methods proposed for heating materials and arrangements for protecting concrete shall be made in advance of concrete placement and approved by Contracting Officer.

3.10 PROTECTION AND CURING:

A. Conform to ACI 308: Initial curing shall immediately follow the finishing operation. Protect exposed surfaces of concrete from premature drying, wash by rain and running water, wind, mechanical injury, and excessively hot or cold temperatures. Keep concrete not covered with membrane or other curing material continuously wet for at least 7 days after placing, except wet curing period for high-early-strength concrete shall be not less than 3 days. Keep wood forms continuously wet to prevent moisture loss until forms are removed. Cure exposed concrete surfaces as described below. Other curing methods may be used if approved by Contracting Officer.

1. Liquid curing and sealing compounds: Apply by power-driven spray or roller in accordance with the manufacturer’s instructions. Apply immediately after finishing. Maximum coverage 400 square feet per gallon on steel troweled surfaces and 300 square feet per gallon on floated or broomed surfaces for the curing/sealing compound.

03 30 01 - 25 Amendment 0008

2. Plastic sheets: Apply as soon as concrete has hardened sufficiently to prevent surface damage. Utilize widest practical width sheet and overlap adjacent sheets 2 inches. Tightly seal joints with tape.

3. Paper: Utilize widest practical width paper and overlap adjacent sheets 2 inches. Tightly seal joints with sand, wood planks, pressure-sensitive tape, mastic or glue.

3.11 REMOVAL OF FORMS:

A. Remove in a manner to ensure complete safety of structure after the following conditions have been met.

1. Where structure as a whole is supported on shores, forms for beams and girder sides, columns, and similar vertical structural members may be removed after 24 hours, provided concrete has hardened sufficiently to prevent surface damage and curing is continued without any lapse in time as specified for exposed surfaces.

2. Take particular care in removing forms of architectural exposed concrete to insure surfaces are not marred or gouged, and that corners and arises are true, sharp and unbroken.

B. Control Test: Use to determine if the concrete has attained sufficient strength and curing to permit removal of supporting forms. Cylinders required for control tests taken in accordance with ASTM C172, molded in accordance with ASTM C31, and tested in accordance with ASTM C39.

Control cylinders cured and protected in the same manner as the structure they represent. Supporting forms or shoring not removed until strength of control test cylinders have attained at least 70 percent of minimum 28-day compressive strength specified. Exercise care to assure that newly unsupported portions of structure are not subjected to heavy construction or material loading.

C. Reshoring: Reshoring is required if superimposed load plus dead load of the floor…