NATIONAL PARKS SERVICE

GRAND CANYON NATIONAL PARK

GRAND CANYON, ARIZONA

CONTRACT DOCUMENTS

for the construction of the

REPLACE WASTEWATER PLANT AT SOUTH RIM VILLAGE

TECHNICAL SPECIFICATIONS FOR

ACCESS ROAD IMPROVEMENT

GRCA 257282

JACOBS

Grand Canyon, Arizona

September 2025

©National Parks Service 2025. All rights reserved.

Any reuse, modification, or alteration of this document and the ideas and designs incorporated herein is at the sole risk of the party(ies) reusing, modifying, or altering it. All references to Jacobs and its employees and all professional seals shall be removed prior to any reuse, modification, or alteration of this document.

References to Division 01, General Requirements Sections in these Technical Specifications package refer to 100 Percent Complete Construction Document Specifications for the construction of the Replace Wastewater Plant South Rim Village (GRCA 257282) dated June 2025.

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SECTION 00 01 07

SEALS PAGES

See Table of Contents for author of each specification section, identified by author’s initials as follows:

AUTHOR’S NAME = INITIALS

WAYNE W. KOHLER = WWK JAMES MILLS = JM

SPECIFICATIONS

Digitally Signed

Wayne W. Kohler

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WAYNE W. KOHLER

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WAWWWW YNE W. KOHLER

SEALS PAGE PW\JA\D3167666\4\42\01

00 01 07 - 2 SEPTEMBER 2025

GRAC 257282

Digitally Signed

James Mills

END OF SECTION

9-

-2

Expires 9-30-2028Expires 9-30-2028

PW\JA\D3167666\4\42\01 TABLE OF CONTENTS

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GRCA 257282

TABLE OF CONTENTS

FOR

ACCESS ROAD IMPROVEMENT

VOLUME 1

Person Section Responsible Title Pages

SPECIFICATIONS

03 10 00 WWK Concrete Forming and Accessories ......................................... 1- 4 03 15 00 WWK Concrete Joints and Accessories .............................................. 1- 4 03 21 00 WWK Steel Reinforcement ................................................................. 1- 5 03 30 00 WWK Cast-in-Place Concrete............................................................. 1- 20 03 39 00 WWK Concrete Curing ....................................................................... 1- 3 10 14 00 JM Signage ..................................................................................... 1- 5 31 10 00 JM Site Clearing............................................................................. 1- 5 31 23 13 JM Subgrade Preparation .............................................................. 1- 4 31 23 16 JM Excavation................................................................................ 1- 4 31 23 23 JM Fill and Backfill ....................................................................... 1- 7 31 23 23.15 JM Trench Backfill ........................................................................ 1- 8 31 32 19.16 JM Geotextile ................................................................................. 1- 6 32 01 90 JM Tree and Shrub Preservation .................................................... 1- 5 32 11 23 JM Aggregate Base and Subbase Course(s) .................................. 1- 7 32 12 16 JM Asphalt Paving ......................................................................... 1- 13 32 91 13 JM Soil Preparation ........................................................................ 1- 6 32 92 00 JM Turf and Grasses ...................................................................... 1- 4 33 05 13 JM Manholes .................................................................................. 1- 7 33 41 01 JM Storm Drain Piping .................................................................. 1- 5

END OF SECTION

PW\JA\D3167666\4\42\01 CONCRETE FORMING AND

SEPTEMBER 2025 ACCESSORIES

GRCA 257282 03 10 00 - 1

SECTION 03 10 00

CONCRETE FORMING AND ACCESSORIES

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute (ACI):

a. 117, Specification for Tolerances for Concrete Construction and

Materials.

a. 350.5, Specifications for Environmental Concrete Structures.

b. 350, Code Requirements for Environmental Engineering Concrete

Structures.

1.02 DEFINITIONS

A. Defective Areas: See definition in Section 03 30 00, Cast-in-Place Concrete.

1.03 DESIGN REQUIREMENTS

A. Design formwork in accordance with ACI 350.5 and ACI 350 to provide concrete finishes specified in Section 03 30 00, Cast-in-Place Concrete.

1.04 SUBMITTALS

A. Action Submittals:

1. Shop Drawings:

a. Formwork drawings signed and sealed by a licensed professional engineer in the state of the Project.

b. Layout of panel joints and form liners.

2. Product Data:

a. Form release agent.

b. Form ties.

c. Products to be used for sealing tie holes.

3. Samples:

a. One each as follows:

1) Form ties.

B. Informational Submittals: Statement of qualifications for formwork designer.

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1.05 QUALITY ASSURANCE

A. Qualifications:

1. Formwork Designer: Formwork, falsework, and shoring design shall be designed by an engineer licensed in the state of Project.

PART 2 PRODUCTS

2.01 FORM MATERIALS

A. Low Water Crossing:

1. Materials: Plywood, hard plastic finished plywood, overlaid waterproof particle board, or steel in “new and undamaged” condition, of sufficient strength and surface smoothness to produce specified finish. Use plywood forms when using form liners. Plywood may be of lower finish grade when used in conjunction with form liners.

2. Where steel forms are used, treat steel surfaces to prevent rusting using products approved for use on steel forms.

2.02 ACCESSORIES

A. Form Release Agent:

1. Physical Characteristics:

a. Ready-to-use water-based material formulated to reduce or eliminate surface imperfections.

b. Contain no mineral oil or organic solvents.

2. Functional Characteristics: None.

3. Performance Characteristics:

a. Shall not bond with, stain, or adversely affect concrete surfaces.

b. Shall not impair subsequent treatments of concrete surfaces when applied to forms or formliners.

B. Form Snap-Ties:

1. Material: Steel.

2. Spreader Inserts:

a. Conical or spherical type.

b. Design to maintain positive contact with forming material.

c. Furnish units that will leave no metal closer than 1.5 inches to concrete surface when forms, inserts, and tie ends are removed.

3. Wire ties not permitted.

4. Flat bar ties for panel forms; furnish plastic or rubber inserts with minimum 1.5-inch depth and sufficient dimensions to permit patching of tie hole.

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PART 3 EXECUTION

3.01 FORM SURFACE PREPARATION

A. Prior to coating surface, thoroughly clean form surfaces that will be in contact with concrete or that have been in contact with previously cast concrete, dirt, and other surface contaminants.

B. Exposed Wood Forms in Contact with Concrete: Apply form release agent as recommended by manufacturer.

C. Steel Forms: Apply form release agent as soon as they are cleaned to prevent discoloration of concrete from rust.

3.02 ERECTION

A. General: In accordance with ACI 301, unless otherwise specified.

B. Low Water Crossing Forms:

1. Provide standard steel or wood forms.

2. Set forms to true lines and grades and securely stake in position.

C. Form Tolerances: Discontinue concrete placement and take corrective action if settlement or deflections occur that deviate more than 3/8 inch from those shown on the approved drawings. If satisfactory corrective action is not taken before initial set, remove unacceptable concrete.

3.03 FORM REMOVAL

A. Nonsupporting forms, sides of beams, walls, columns, and similar parts of Work, may be removed after cumulatively curing at not less than 50 degrees F for 24 hours from time of concrete placement if:

1. Concrete is sufficiently hard so as not to sustain damage by form removal operations.

2. Curing and protection operations are maintained.

B. Elevated Structural Slabs or Beams: In accordance with ACI 318, Chapter 6, and at such time as concrete has reached compressive strength equal to 80 percent of specified 28-day compressive strength as determined by test cylinders.

C. Form Ties: Remove conical inserts or through bolts and plug holes as specified in Section 03 30 00, Cast-in-Place Concrete.

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3.04 FIELD QUALITY ASSURANCE AND QUALITY CONTROL

A. Contractor-Furnished Quality Assurance, in accordance with IBC Chapter 17 requirements, is provided in Statement of Special Inspections Plan in Section 01 40 00, Quality Requirements, and in and Section 01 45 33, Special Inspection, Observation, and Testing. Contractor responsibilities and related information are included in Section 01 45 33, Special Inspection, Observation, and Testing.

B. Contractor-Furnished Quality Control: Inspection and testing as required in Section 01 40 00, Quality Requirements.

PW\JA\D3167666\4\42 CONCRETE JOINTS AND ACCESSORIES

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GRCA 257282

SECTION 03 15 00

CONCRETE JOINTS AND ACCESSORIES

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. ASTM International (ASTM):

a. A36/A36M, Specification for Carbon Structural Steel.

b. A615/A615M, Specification for Deformed and Plain Carbon-Steel

Bars for Concrete Reinforcement.

c. A653/A653M, Standard Specification for Steel Sheet, Zinc-

Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

d. A767/A767M, Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement.

e. C920, Specification for Elastomeric Joint Sealants.

f. D994, Specification for Preformed Expansion Joint Filler for

Concrete (Bituminous Type).

g. D1056, Specification for Flexible Cellular Materials—Sponge or

Expanded Rubber.

h. D1171, Standard Guide for Evaluating Nonwoven Fabrics.

i. D1751, Specification for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

j. D1752, Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction.

k. D2240, Standard Test Method for Rubber Property – Durometer Hardness.

1.02 SUBMITTALS

A. Action Submittals:

1. Shop Drawings:

a. Construction Joints, Expansion Joints, and Control Joints: Layout and location for each type. Include joint locations shown on the Drawings, additional required joint locations, and any proposed alternate locations.

2. Product Data:

a. Bond breaker.

b. Premolded joint fillers.

c. Pourable joint fillers.

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d. Preformed control joints.

e. Epoxy-coated dowels and epoxy-coated reinforcing bars.

f. Accessories not specified in other sections.

B. Informational Submittals:

1. Certification:

a. Joint fillers.

b. Manufacturer’s application instructions for:

1) Bonding agent.

2) Bond breaker.

2. Manufacturer’s written instructions for product shipment, storage, handling, installation/application, and repair for:

a. Bond breaker.

b. Bonding agent.

c. Premolded joint fillers.

d. Pourable joint fillers (sealant proportions not required as products used only as a filler).

e. Preformed control joints.

1.03 DELIVERY, STORAGE, AND HANDLING

A. Acceptance at Site: Verify delivered materials are in accordance with Specifications, regulatory agencies, and Manufacturer’s product data sheets prior to unloading and storing onsite.

B. Storage: Store materials under tarps to protect from oil, dirt, and sunlight or as required by Manufacturer.

PART 2 PRODUCTS

2.01 BOND BREAKER

A. Tape for Joints: Adhesive-backed glazed butyl or polyethylene tape. Same width as joint that will adhere to premolded joint material or concrete surface.

B. Use bond prevention material as specified in Section 03 30 00, Cast-in-Place Concrete, except where bond breaker tape is specifically called for on the Drawings.

2.02 PREMOLDED JOINT FILLER

A. Bituminous Type: ASTM D994 or ASTM D1751.

B. Sponge Rubber: Polychloroprene, closed cell, expanded; ASTM D1056, Type 2C5, with compression deflection, 25 percent deflection (limits), PW\JA\D3167666\4\42 CONCRETE JOINTS AND ACCESSORIES

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119 kPa to 168 kPa (17 psi to 24 psi) minimum. Use in joints for potable and nonpotable water containment structures.

2.03 POURABLE JOINT FILLERS

A. General: Although product is a sealant, it is being specified as a filler to prevent debris accumulation and allow expansion and contraction under shrinkage and thermal loads. It does not need to meet proportional sealant geometry requirements.

B. Filler: Multicomponent sealant, self-leveling, or nonsag as required for level, sloping, or vertical joints.

2.04 ACCESSORIES

A. Joint Sealant: Polyurethane silicone elastomeric single component joint sealant for concrete pavement (self-leveling) in accordance with ASTM D5893, Type SL.

B. Steel Reinforcement: As specified in Section 03 21 00, Steel Reinforcement.

C. Nails: Galvanized, as required for securing premolded joint filler.

D. Galvanized Rebar at Control Joints: ASTM A767/A767M and ASTM A615/A615M Grade 60 prior to galvanizing.

PART 3 EXECUTION

3.01 GENERAL

A. Commence concrete placement after joint preparation is complete.

B. Time Between Concrete Pours: As specified in Section 03 30 00, Cast-in- Place Concrete.

3.02 SURFACE PREPARATION

A. Construction Joints: Clean concrete surface prior to placement of abutting concrete.

1. Remove laitance and spillage from steel reinforcement and dowels.

2. Roughen surface to minimum of 1/4-inch amplitude:

a. Sandblast after concrete has fully cured.

b. Water blast after concrete has partially cured.

c. Green cut fresh concrete with high-pressure water and hand tools.

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3.03 CONTROL JOINT INSTALLATION

A. Locate steel reinforcement as shown.

B. Vibrate concrete thoroughly along the joint form to produce a dense, smooth surface. Do not roughen surface.

3.04 PREFORMED CONTROL JOINTS

A. Use only where specifically shown; do not use in water-holding basins.

B. Locate slightly below top of slab.

C. Install in accordance with manufacturer’s written instructions in straight, full-length pieces.

D. Steel Strip Type with Preformed Groove: Brace to withstand pressure of concrete during and after placement using only approved stakes and other secondary installation materials.

3.05 MANUFACTURER’S SERVICES

A. Provide manufacturer’s representative at Site for installation assistance, inspection, and certification of proper installation for products specified.

3.06 FIELD QUALITY ASSURANCE AND QUALITY CONTROL

A. Contractor-Furnished Quality Assurance, in accordance with IBC Chapter 17 requirements, is provided in the Statement of Special Inspections Plan in Supplement located at end of Section 01 45 33, Special Inspection, Observation, and Testing. Contractor responsibilities and related information are included in Section 01 45 33, Special Inspection, Observation, and Testing.

B. Contractor-Furnished Quality Control: Inspection and testing as required in

PW\JA\D3167666\4\42\01 STEEL REINFORCEMENT

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GRCA 257282

SECTION 03 21 00

STEEL REINFORCEMENT

PART 1 GENERAL

1.01 GENERAL

A. Steel reinforcement shall comply with ACI 301 and as modified in the following.

1.02 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute (ACI):

a. 117, Specification for Tolerances for Concrete Construction and

Materials.

b. 301, Specifications for Structural Concrete.

c. SP-66, Detailing Manual.

2. American Welding Society (AWS): D1.4/D1.4M, Structural Welding Code - Reinforcing Steel.

3. ASTM International (ASTM):

a. A615/A615M, Standard Specification for Deformed and Plain

Carbon-Steel Bars for Concrete Reinforcement.

b. A706/A706M, Standard Specification for Low-Alloy Steel

Deformed and Plain Bars for Concrete Reinforcement.

c. A1064/A1064M, Standard Specification for Carbon Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

4. Concrete Reinforcing Steel Institute (CRSI):

a. Placing Reinforcing Bars.

b. Manual of Standard Practice.

5. International Code Council (ICC): Evaluation Services Report.

1.03 SUBMITTALS

A. Action Submittals:

1. Shop Drawings prepared in accordance with ACI 301 and ACI SP-66:

a. Bending lists.

b. Placing drawings.

2. Welded, metallic sleeve splice, and mechanical threaded connection.

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B. Informational Submittals:

1. Lab test reports for steel reinforcement showing stress-strain curves and ultimate strengths.

2. Mechanical Threaded Connections:

a. Current ICC Evaluation Services Report or equivalent code agency report listing findings to include acceptance, special inspection requirements, and restrictions.

b. Verification device threads have been tested and meet requirements for thread quality, in accordance with manufacturer’s published methods.

c. Manufacturer’s instructions.

3. Test results of field testing.

1.04 DELIVERY, STORAGE, AND HANDLING

A. In accordance with ACI 301 and recommendations of CRSI Placing Reinforcing Bars.

PART 2 PRODUCTS

2.01 MATERIALS

A. Epoxy Coating for Reinforcing Bars:

1. Physical Characteristics: Precoated with epoxy at a CRSI-certified epoxy coating plant in accordance with ASTM A934.

2. Functional Characteristics: None.

3. Performance Characteristics: None.

B. Sustainable Material Requirements:

1. Recycled Content of Steel Products: Provide products with a minimum combined recycled content of 85 percent and a minimum postconsumer recycled content of 80 percent.

C. Reinforcing Bars:

1. Includes stirrups, ties, and spirals.

2. ASTM A615/A615M, Grade 60, where welding is not required.

D. Mechanical Threaded Connections:

1. Physical Characteristics: Metal coupling sleeve with internal threads engaging threaded ends of bars.

2. Functional Characteristics: None.

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GRCA 257282

3. Performance Characteristics: Capable of developing in tension or compression 125 percent of yield strength of bar.

2.02 ACCESSORIES

A. Tie Wire:

1. Black, soft-annealed 16-gauge wire.

2. Nylon-, epoxy-, or plastic-coated wire.

B. Bar Supports and Spacers:

1. Use precast concrete bar supports or all-plastic bar supports and side form spacers, unless noted otherwise. Do not use other types of supports or spacers.

2. Bar supports shall have sufficient strength and stiffness to carry loads without failure, displacement, or significant deformation. Space bar supports so minimum concrete cover is maintained for reinforcing between supports.

3. Use only precast concrete bar supports where concrete surfaces are exposed to weather, earth, water, chloride intrusion, or corrosive chemicals. Bar supports shall be nonconductive and have geometry and bond characteristics that deter movement of moisture from the surface to the reinforcement.

4. Precast concrete supports shall have same minimum strength and shall be made from same materials as that of the concrete in which they are to be embedded. Precast concrete supports shall be cast and properly cured for at least 7 days before use and shall have a wire or other device cast into each block for the purpose of attaching them securely to steel reinforcement.

5. In Walls and Slabs Exposed to View after Form Removal: Use small precast concrete blocks made of same color as concrete in which they are embedded. All-plastic bar supports and side form spacers may be used, except where surface is exposed as described above.

6. Design and fabricate special bar supports for top reinforcing bars in slabs where standard bar supports do not possess necessary geometry, strength, or stiffness.

PART 3 EXECUTION

3.01 PREPARATION

A. Notify Contracting Officer when reinforcing is ready for inspection and allow sufficient time for inspection prior to placing concrete.

B. Clean reinforcing bars of loose mill scale, oil, earth, and other contaminants.

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3.02 INSTALLATION

A. Bundle or space bars, instead of field bending where construction access through reinforcing is necessary.

B. Splicing:

1. Minimum length of lap splices shall comply with table in Contract Documents.

2. Use lap splices, unless otherwise shown or permitted in writing by Contracting Officer.

3. Welded Splices: Accomplish by full penetration groove welds and develop a minimum of 125 percent of yield strength of bar.

4. Stagger splices in adjacent bars where indicated.

C. Mechanical Splices and Connections:

1. Use only in areas specifically approved in writing by Contracting Officer.

2. Install threaded rods as recommended by manufacturer with threads totally engaged into coupling sleeve and in accordance with ICC Evaluation Services Report or equivalent code agency report.

3. For metal sleeve splice, follow manufacturer’s installation recommendations.

4. Maintain minimum edge distance and concrete cover.

D. Tying Reinforcing Bars:

1. Tie every other intersection on mats made up of Nos. 3, 4, 5, and 6 bars to hold them firmly at required spacing.

2. Bend tie wire away from concrete surface to provide clearance of 1 inch from surface of concrete to tie wire.

E. Reinforcement Around Openings: On each side and above and below pipe or opening, place an equivalent area of steel bars to replace steel bars cut for opening. Extend steel reinforcing a standard lap length beyond opening at each end.

F. Welding Reinforcement: Not permitted.

G. Straightening and Rebending: Field bending of steel reinforcement bars is not permitted.

H. Unless permitted by Contracting Officer, do not cut reinforcing bars in field.

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3.03 FIELD QUALITY ASSURANCE AND QUALITY CONTROL

A. Contractor-Furnished Quality Assurance, in accordance with IBC Chapter 17 requirements, is provided in the Statement of Special Inspections Plan in Supplement located at end of Section 01 45 33, Special Inspection, Observation, and Testing. Contractor responsibilities and related information are included in Section 01 45 33, Special Inspection, Observation, and Testing.

B. Contractor-Furnished Quality Control: Inspection and testing as required in

PW\JA\D3167666\4\42\01 CAST-IN-PLACE CONCRETE

SEPTEMBER 2025 03 30 00 - 1

GRCA 257282

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards that may be referenced in this section:

1. American Association of State Highway and Transportation Officials

(AASHTO).

a. M6, Standard Specification for Fine Aggregate for Portland

Cement Concrete.

b. M80, Standard Specification for Coarse Aggregate for Portland

Cement Concrete.

c. M153, Standard Specification for Preformed Sponge Rubber and

Cork Expansion Joint Fillers for Concrete Paving and Structural Construction.

d. M157, Standard Specification for Ready-Mixed Concrete.

e. M213, Standard Specification for Preformed Expansion Joint

Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

f. M227/M227M, Standard Specification for Steel Bars, Carbon, Merchant Quality, Mechanical Properties.

2. American Concrete Institute (ACI):

a. 117, Specification for Tolerances for Concrete Construction and

Materials.

b. 301, Specifications for Structural Concrete.

c. 305.1, Specification for Hot Weather Concreting.

d. 306.1, Standard Specification for Cold Weather Concreting.

e. CP-1, Technical Workbook for ACI Certification of Concrete

Field Testing Technician – Grade 1.

3. ASTM International (ASTM):

a. A615/A615M, Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

b. C31/C31M, Standard Practice for Making and Curing Concrete Test Specimens in the Field.

c. C33/C33M, Standard Specification for Concrete Aggregates.

d. C39/C39M, Standard Test Method for Compressive Strength of

Cylindrical Concrete Specimens.

e. C42/C42M, Standard Test Method for Obtaining and Testing

Drilled Cores and Sawed Beams of Concrete.

f. C94/C94M, Standard Specification for Ready-Mixed Concrete.

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g. C109/C109M, Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or 50-mm Cube Specimens).

h. C143/C143M, Standard Test Method for Slump of Hydraulic- Cement Concrete.

i. C150/C150M, Standard Specification for Portland Cement.

j. C157/C157M, Standard Test Method for Length Change of

Hardened Hydraulic-Cement Mortar and Concrete.

k. C172, Standard Practice for Sampling Freshly Mixed Concrete.

l. C227, Standard Test Method for Potential Alkali Reactivity of

Cement-Aggregate Combinations (Mortar-Bar Method).

m. C231/C231M, Standard Test Method for Air Content of Freshly

Mixed Concrete by the Pressure Method.

n. C260/C260M, Standard Specification for Air-Entraining

Admixtures for Concrete.

o. C309, Standard Specification for Liquid Membrane-Forming

Compounds for Curing Concrete.

p. C494/C494M, Standard Specification for Chemical Admixtures for Concrete.

q. C595/C595M, Standard Specification for Blended Hydraulic

Cements.

r. C618, Standard Specification for Coal Fly Ash and Raw or

Calcined Natural Pozzolan for Use in Concrete.

s. C881/C881M, Standard Specification for Epoxy-Resin-Base

Bonding Systems for Concrete.

t. C979/C979M, Standard Specification for Pigments for Integrally

Colored Concrete.

u. C989, Standard Specification for Slag Cement for Use in Concrete and Mortars.

v. C1012/C1012M, Standard Test Method for Length Change of

Hydraulic-Cement Mortars Exposed to a Sulfate Solution.

w. C1017/C1017M, Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete.

x. C1074, Standard Practice for Estimating Concrete Strength by the

Maturity Method.

y. C1077, Standard Practice for Agencies Testing Concrete and

Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation.

z. C1218/C1218M, Standard Test Method for Water-Soluble Chloride in Mortar and Concrete.

aa. C1240, Standard Specification for Silica Fume Used in Cementitious Mixtures.

bb. C1260, Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method).

cc. C1293, Standard Test Method for Determination of Length Change of Concrete Due to Alkali-Silica Reaction.

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dd. C1567, Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method).

ee. C1582/C1582M, Standard Specification for Admixtures to Inhibit Chloride-Induced Corrosion of Reinforcing Steel in Concrete.

ff. C1602/C1602M, Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete.

gg. D920, Standard Specification for Elastomeric Joint Seals.

hh. D1751, Standard Specification for Preformed Expansion Joint

Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

ii. D3406, Specification for Joint Sealant, Hot-Applied, Elastomeric- Type, for Portland Cement Concrete Pavements.

jj. D5249, Specification for Backer Material for Use With Cold- and Hot-Applied Joint Sealants in Portland Cement Concrete and Asphalt Joints.

kk. D5893, Specification for Cold-Applied, Single Component, Chemically Curing Silicone Joint Sealant for Portland Cement Concrete Pavements.

ll. E329, Standard Specification for Agencies Engaged in Construction Inspection, Special Inspection, or Testing Materials Used in Construction.

4. National Ready Mixed Concrete Association (NRMCA).

1.02 DEFINITIONS

A. Cold Weather: When ambient temperature is below 40 degrees F or is approaching 40 degrees F and falling.

B. Contractor’s Licensed Design Engineer: Individual representing Contractor who is licensed to practice engineering as defined by statutory requirements of professional licensing laws in state or jurisdiction in which Project is to be constructed.

C. Defective Area: Surface defects that include honeycomb, rock pockets, indentations, and surface voids greater than 3/16-inch deep, surface voids greater than 3/4 inch in diameter, cracks in liquid containment structures and below grade habitable spaces that are 0.005-inch wide and wider, and cracks in other structures that are 0.010-inch wide and wider, spalls, chips, embedded debris, sand streaks, mortar leakage from form joints, deviations in formed surface that exceed specified tolerances and include but are not limited to fins, form pop-outs, and other projections. At exposed concrete, defective areas also include texture irregularities, stains, and other color variations that cannot be removed by cleaning.

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D. Exposed Concrete: Concrete surface that can be seen inside or outside of structure regardless of whether concrete is above water, dry at all times, or can be seen when structure is drained.

E. Hot Weather: As defined in ACI 305.1.

F. New Concrete: Less than 60 days old.

1.03 SUBMITTALS

A. Action Submittals:

1. Mix Designs:

a. Contain proportions of materials and admixtures to be used on

Project, signed by mix designer.

b. Documentation of average strength for each proposed mix design in accordance with ACI 301.

c. Manufacturer’s Certificate of Compliance, in accordance with

Section 01 67 00, Product Requirements, for the following:

1) Portland cement.

2) Fly ash.

3) Slag cement.

4) Silica Fume.

5) Aggregates, including specified class designation for coarse aggregate.

6) Admixtures.

7) Concrete producer has verified compatibility of constituent materials in design mix.

d. Test Reports:

1) Water-Soluble Chloride-Ion Content in Hardened Concrete:

Unless otherwise permitted, in accordance with ASTM C1218/C1218M at an age between 28 days and 42 days.

2) Shrinkage Test Results: In accordance with ASTM C157/C157M as modified herein.

e. Aggregates:

1) Coarse Aggregate Gradation: List gradings and percent passing through each sieve.

2) Fine Aggregate Gradation: List gradings and percent passing through each sieve.

3) Percent of fine aggregate weight to total aggregate weight.

4) Deleterious substances in fine aggregate per

ASTM C33/C33M, Table 2.

5) Deleterious substances in coarse aggregate per

ASTM C33/C33M, Table 4.

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6) Test Reports:

a) Alkali Aggregate Reactivity: Aggregate shall be classified as nonpotentially reactive in accordance with Article Concrete Mix Design. Include documentation of test results per applicable standards.

f. Admixtures: Manufacturer’s catalog cut sheets and product data sheets for each admixture used in proposed mix designs.

2. Product Data: Specified ancillary materials.

3. Detailed plan for curing and protection of concrete placed and cured in cold weather. Details shall include, but not be limited to, the following:

a. Procedures for protecting subgrade from frost and accumulation of ice or snow on reinforcement, other metallic embeds, and forms prior to placement.

b. Procedures for measuring and recording temperatures of reinforcement and other embedded items prior to concrete placement.

c. Methods for temperature protection during placement.

d. Types of covering, insulation, housing, or heating to be provided.

e. Curing methods to be used during and following protection period.

f. Use of strength accelerating admixtures.

g. Methods for verification of in-place strength.

h. Procedures for measuring and recording concrete temperatures.

i. Procedures for preventing drying during dry, windy conditions.

4. Detailed plan for hot weather placements including curing and protection for concrete placed in ambient temperatures over 80 degrees F. Plan shall include, but not be limited to, the following:

a. Procedures for measuring and recording temperatures of reinforcement and other embedded items prior to concrete placement.

b. Use of retarding admixture.

c. Methods for controlling temperature of reinforcement and other embedded items and concrete materials before and during placement.

d. Types of shading and wind protection to be provided.

e. Curing methods, including use of evaporation retardant.

f. Procedures for measuring and recording concrete temperatures.

g. Procedures for preventing drying during dry, windy conditions.

B. Informational Submittals:

1. Preinstallation Conference minutes.

2. Manufacturer’s application instructions for bonding agent and bond breaker.

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3. Manufacturer’s Certificate of Compliance to specified standards:

a. Bonding agent.

b. Bond breaker.

4. Statement of Qualification:

a. Batch Plant: Certification as specified herein.

b. Mix designer.

c. Installer.

d. Testing agency.

5. Field test reports.

6. Tightness test results.

7. Concrete Delivery Tickets:

a. For each batch of concrete before unloading at Site.

b. In accordance with ASTM C94/C94M, including requirements

14.2.1. through 14.2.10.

c. Indicate amount of mixing water withheld and maximum amount that may be permitted to be added at Site.

1.04 QUALITY ASSURANCE

A. Concrete construction shall conform to requirements of ACI 117 and ACI 301, except as modified herein.

B. Qualifications:

1. Batch Plant: NRMCA Program for Certification of Ready-Mixed Concrete Production Facilities or approved equivalent program.

2. Mix Designer: Person responsible for developing concrete mixture proportions certified as NRMCA Concrete Technologist Level 2 or DOT certified mix designer in jurisdiction of the Work. Requirement may be waived if individual is Contractor’s Licensed Design Engineer.

3. Flatwork Finisher: Unless otherwise permitted, at least one person on finishing crew shall be certified as an ACI Flatwork Finisher, or equivalent.

4. Testing Agency: Unless otherwise permitted, an independent agency, acceptable to authorities having jurisdiction, qualified according to ASTM C1077 and ASTM E329 for testing indicated.

a. Where field testing is required of Contractor, 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.

b. 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.

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C. Preinstallation Conference:

1. Required Meeting Attendees:

a. Contractor, including pumping, placing and finishing, and curing subcontractors.

b. Ready-mix producer.

c. Admixture representative.

d. Testing and sampling personnel.

e. Contracting Officer.

2. Schedule and conduct prior to incorporation of respective products into Project. Notify Contracting Officer of location and time.

3. Agenda shall include:

a. Admixture types, dosage, performance, and redosing at Site.

b. Mix designs, test of mixes, and Submittals.

c. Placement methods, techniques, equipment, consolidation, and form pressures.

d. Slump and placement time to maintain slump.

e. Finish, curing, and water retention.

f. Protection procedures for weather conditions.

g. Other specified requirements requiring coordination.

4. Conference minutes as specified in Section 01 31 00, Project Management and Coordination.

PART 2 PRODUCTS

2.01 MATERIALS

A. Cement:

1. Physical Characteristics: Conform to the requirements of

ASTM C150/150M.

2. Functional Characteristics:

a. Furnish cement for Project from one source.

b. Portland cement shall be Type I.

3. Performance Characteristics:

a. In accordance with ASTM C150.

b. Pozzolan: ASTM C618, Class C or Class F flyash.

B. Aggregates:

1. General:

a. Physical Characteristics:

1) In accordance with ASTM C33/C33M.

2) Aggregate for portland cement concrete mixture shall be

1 1/2 inch maximum size stone meeting requirements of AASHTO M6 and AASHTO M80.

3) Material: Natural aggregates, free from deleterious coatings.

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b. Functional Characteristics: Aggregates shall not be potentially reactive as defined in ASTM C33.

c. Performance Characteristics: Aggregates not in compliance with soundness and durability requirements of ASTM C33 may be used with prior approval of Contracting Officer; provided it can be shown by special testing or record of past performance that these aggregates produce concrete of adequate strength and durability.

Aggregate soundness testing for fine and coarse aggregates shall be in accordance with ASTM C33 and ASTM C88.

2. Fine Aggregates:

a. Physical Characteristics:

1) Must be graded coarse to fine within the following limits:

General Requirements

Sieve Size Passing Percentages by Weight

3/8" 100

No. 4 90 - 100

No. 8 55 - 85

No. 16 45 - 75

No. 30 25 - 55

No. 50 5 - 30

No. 100 0 - 8

2) Sand: Equivalent of not less than 68.

3) Materials finer than 200 sieve shall not exceed 4 percent.

b. Functional Characteristics: Sources near or exposed to saltwater shall be washed, unless it can be shown that chloride content does not exceed 0.15 percent by weight of cement.

c. Performance Characteristics: Use of beach sand shall not be permitted.

3. Coarse Aggregate:

a. Physical Characteristics:

1) Materials finer than 200 sieve shall not exceed 0.5 percent.

2) Size: 1 1/2 inch (maximum) to No. 4.

Grading Requirements

Sieve Size Passing

Separated Sizes 1-1/2 Inch to

3/4 Inch

Percentages (by Weight)

3/4 Inch to No. 4

2" 100

1-1/2" 90 - 100

1" 30 - 65 100

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Grading Requirements

Sieve Size Passing

Separated Sizes 1-1/2 Inch to

3/4 Inch

Percentages (by Weight)

3/4 Inch to No. 4

3/4" 0 - 15 90 - 100

3/8" 20 - 50

No. 4 0 - 10

b. Functional Characteristics: None.

c. Performance Characteristics: None.

C. Physical Properties:

1. Physical Characteristics: None.

2. Functional Characteristics: Meet requirements of AASHTO M80 for

Class B.

3. Performance Characteristics: None.

D. Water:

1. Physical Characteristics: None.

2. Functional Characteristics: ASTM C94/C94M.

3. Performance Characteristics: None.

E. Admixtures:

1. Physical Characteristics: Add admixtures to mix at batch plant.

2. Functional Characteristics: None.

3. Performance Characteristics:

a. Air Entraining: ASTM C260.

b. Water Reducing:

1) ASTM C494/C494M, Type A, normal, containing no chlorides and compatible with air-entraining admixtures.

2) Do not use calcium chloride, salt, or antifreeze agents.

2.02 ANCILLARY MATERIALS

A. Tie Bars and Reinforcement Bars:

1. Physical Characteristics: Epoxy coated Grade 60 deformed steel bars.

2. Functional Characteristics: None.

3. Performance Characteristics: Conforming to ASTM A615/A615M.

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B. Dowels:

1. Physical Characteristics: Grade 70.

2. Functional Characteristics: None.

3. Performance Characteristics: Conform to requirements of

AASHTO M227/M227M.

C. Joint Filler:

1. Physical Characteristics: Preformed expansion joint filler as specified in Section 03 15 00, Concrete Joints and Accessories.

2. Functional Characteristics: None.

3. Performance Characteristics: Fillers furnished under AASHTO M213 shall be tested in accordance with ASTM D1751.

D. Joint Sealant:

1. Physical Characteristics: As specified in Section 03 15 00, Concrete Joints and Accessories.

2. Functional Characteristics: None.

3. Performance Characteristics:

a. Preformed elastomeric joint seal conforming to ASTM D2628.

b. Hot-poured elastomeric joint seal conforming to ASTM D3406.

c. Hot-applied, jet-fuel-resistant joint sealant conforming to

ASTM D3569.

d. Cold-applied single component joint sealant conforming to

ASTM D5893.

e. Elastomeric joint sealant conforming to ASTM C920.

E. Backer Rod:

1. Physical Characteristics: None.

2. Functional Characteristics: None.

3. Performance Characteristics:

a. Backer material conforming to ASTM D5249.

b. Cylindrical sealant backing conforming to ASTM C1330.

F. Curing Compound:

1. Physical Characteristics: None.

2. Functional Characteristics: None.

3. Performance Characteristics: Conforming to ASTM C309, Type 1, Class A, suitable for spray application.

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G. Curing Membranes:

1. Physical Characteristics:

a. White polyethylene sheeting.

b. Cotton or jute mats.

2. Functional Characteristics: Waterproof paper.

3. Performance Characteristics: None.

H. Evaporation Retardant:

1. Physical Characteristics: None.

2. Functional Characteristics: None.

3. Performance Characteristics:

a. Confilm as manufactured by Master Builders Company.

b. Or equal.

2.03 CONCRETE MIX DESIGN

A. Physical Characteristics for Class A (AE) concrete:

1. Maximum water-cement ratio or water-cement plus pozzolan ratio, if applicable, shall not exceed 0.45.

2. Replacement of cement with pozzolan shall not exceed 20 percent.

3. Maximum Aggregate Size: 1 1/2 inch minus.

4. Allowable Slump: 3 inches, plus or minus 1 inch.

5. Air Entrainment Content: 4 percent to 7 percent by volume.

6. Concrete shall contain water reducer. Amount of admixture added to concrete shall be in accordance with manufacturer’s written instructions.

7. Do not use frozen materials or materials containing ice or snow.

8. Concrete temperature as delivered to site ready for placement shall be above 50 degrees F and below 90 degrees F.

B. Functional Characteristics:

1. Minimum 28-Day Compressive Strength: 4,500 psi.

2. As specified in Section 03 30 00, Cast-in-Place Concrete, with a minimum flexural strength of 650 psi.

3. Concrete target strengths shall be in accordance with ACI 318/318R.

C. Performance Characteristics: Meeting the requirements of ACI 301.

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2.04 CONCRETE MIXING

A. General: In accordance with ACI 301, except as modified herein.

B. Ready-Mix Concrete Batch Plants:

1. Physical Characteristics: None.

2. Functional Characteristics: Certified by NRMCA.

3. Performance Characteristics: None.

C. Ready-Mix Concrete Trucks:

1. Physical Characteristics:

a. Agitator mixer type.

b. Equipped with operable electrically actuated drum revolution counters.

2. Functional Characteristics:

a. Use of nonagitator equipment will not be permitted.

b. Each mixer shall carry a clearly visible manufacturer’s plate showing capacity of mixer and other pertinent operating rates and limits.

c. Provision shall be made at mixer for controlled addition of air-entraining admixtures or other special components of mix.

3. Performance Characteristics:

a. Mixing Speed: 70 revolutions to 100 revolutions at a mixing speed recommended by truck mixer manufacturer.

D. Hauling Equipment:

1. Physical Characteristics: None.

2. Functional Characteristics: Hauling equipment shall conform to

AASHTO M157, Paragraph 11.6 and Paragraph 12.

3. Performance Characteristics: Upon delivery of each batch of concrete to

Site, a trip ticket shall be submitted to Contracting Officer.

E. Concrete Saws:

1. Physical Characteristics: None.

2. Functional Characteristics: Provide power driven concrete saws for sawing joints or finishing concrete, adequate in number of units and power to complete sawing at required rate.

3. Performance Characteristics:

a. Saws and related equipment shall be of proven adequacy and design to perform efficiently and shall be subject to immediate replacement, if specified results are not obtained.

b. Standby saw shall be available at Site.

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F. Smoothness Testing Equipment:

1. Physical Characteristics: Two 12-foot straightedges.

2. Functional Characteristics: Determining smoothness.

3. Performance Characteristics: None.

2.05 SOURCE QUALITY CONTROL

A. Source Quality Control Inspection: Contracting Officer shall have access to and have right to inspect batch plants, cement mills, and supply facilities of suppliers, manufacturers, and Subcontractors, providing products included in this section.

PART 3 EXECUTION

3.01 PLACING CONCRETE

A. Preparation: Meet requirements ACI 301, except as modified herein.

1. Prepare base as specified in Section 32 11 23, Aggregate Base and Subbase Course(s).

2. Dampen base thoroughly prior to concrete placement; standing water will not be permitted.

3. Area in which concrete is to be placed, shall be smooth and free of ruts, projections, debris, spilled concrete, mud, sloughed soil, standing water, organic and other objectionable materials.

4. Construction Joints: Inspect prior to placement of concrete.

B. Inspection: Notify Contracting Officer and Special Inspector at least 1 full working day in advance before starting to place concrete.

C. Placement into Formwork:

1. Reinforcement: Secure in position before placing concrete.

2. Place concrete as soon as possible after leaving mixer, without segregation or loss of ingredients, without splashing forms or steel above, and in layers not over 1.5 feet deep, except for slabs which shall be placed full depth. Place and consolidate successive layers prior to initial set of first layer to prevent cold joints.

3. Placement frequency shall be such that lift lines will not be visible in exposed concrete finishes.

4. Use placement devices, for example chutes, pouring spouts, and pumps as required to prevent segregation.

5. Vertical Free Fall Drop to Final Placement:

a. Forms 8 Inches or Less Wide: 5 feet.

b. Forms Wider than 8 Inches: 8 feet, except as specified.

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6. For placements where drops are greater than specified, use placement device such that free fall below placement device conforms to required value.

a. Limit free fall to prevent segregation caused by aggregates hitting steel reinforcement.

7. Do not use aluminum conveying devices.

8. Cure concrete as specified in Section 03 39 00, Concrete Curing.

D. Conveyor Belts and Chutes:

1. Design and arrange ends of chutes, hopper gates, and other points of concrete discharge throughout conveying, hoisting, and placing system for concrete to pass without becoming segregated.

2. Do not use chutes longer than 50 feet.

3. Minimum Slopes of Chutes: Angled to allow concrete to readily flow without segregation.

4. Conveyor Belts:

a. Approved by Contracting Officer.

b. Wipe clean with device that does not allow mortar to adhere to belt.

c. Cover conveyor belts and chutes.

E. Retempering: Not permitted for concrete where cement has partially hydrated.

F. Pumping of Concrete:

1. Provide standby pump, conveyor system, crane and concrete bucket, or other system onsite during pumping, for adequate redundancy to ensure completion of concrete placement without cold joints in case of primary placing equipment breakdown.

2. Minimum Pump Hose (Conduit) Diameter: 4 inches.

3. Replace pumping equipment and hoses (conduits) that are not functioning properly.

G. Maximum Size of Concrete Placements:

1. Limit size of each placement to allow for strength gain and volume change as a result of shrinkage.

2. Locate expansion, control, and contraction joints where shown on the Drawings.

3. Construction Joints: Unless otherwise shown or permitted, locate construction joints as shown on the Drawings or where approved in joint location submittal required in Section 03 15 00, Concrete Joints and Accessories.

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H. Minimum Time between Adjacent Placements:

1. Construction or Control Joints: 7 days unless otherwise specified.

2. Expansion or Contraction Joints: 1 day.

I. Consolidation and Visual Observation:

1. Consolidation Equipment and Methods: ACI 301.

2. Provide at least one standby vibrator in operable condition at Site prior to placing concrete.

3. Vibrate concrete in vicinity of joints to obtain impervious concrete.

J. Hot Weather:

1. Prepare ingredients, mix, place, cure, and protect in accordance with ACI 301, ACI 305.1, and as follows:

a. Maintain concrete temperature below 90 degrees F at time of placement or furnish test data or other proof that admixtures and mix ingredients do not produce flash set plastic shrinkage, or cracking as a result of heat of hydration. Cool ingredients before mixing to maintain fresh concrete temperatures as specified or less.

b. Provide for windbreaks, shading, fog spraying, sprinkling, ice, wet cover, or other means as necessary to maintain concrete at or below specified temperature.

2. Concrete Curing: As specified in Section 03 39 00, Concrete Curing.

K. Cold Weather Placement:

1. Unless otherwise permitted, shall be in accordance with requirements of ACI 306.1 and as follows:

a. Cold weather requirements shall apply when ambient temperature is below 40 degrees F or approaching 40 degrees F and falling.

b. Do not place concrete over frozen earth or against surfaces with frost or ice present. Frozen earth shall be thawed to acceptance of Contracting Officer.

c. Unless otherwise permitted, do not place concrete in contact with surfaces less than 35 degrees F; requirement is applicable to all surfaces including reinforcement and other embedded items.

d. Provide supplemental external heat as needed when other means of thermal protection are unable to maintain minimum surface temperature of concrete as specified in ACI 306.1.

e. Maintain minimum surface temperature of concrete as specified in ACI 306.1 for no less than 3 days during cold weather conditions.

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f. Cure concrete as specified in Section 03 39 00, Concrete Curing.

1) Protect concrete from freezing until end of curing period and until concrete has attained a compressive strength of 3,500 psi or design compressive strength if less than 3,500 psi.

2. Provide maximum and minimum temperature sensors placed on concrete surfaces spaced throughout Work to allow monitoring of concrete surface temperatures representative of Work. Unless otherwise permitted, record surface temperature of concrete at least once every 12 hours during specified curing period.

3. External Heating Units: Do not exhaust heater flue gases directly into enclosed area as it causes concrete carbonation as a result of concentrated carbon dioxide.

4. Maintain curing conditions as specified in Section 03 39 00, Concrete Curing.

3.02 CONCRETE BONDING

A. Construction Joints in New Concrete Members: Prepare surface of construction joint as specified in Section 03 15 00, Concrete Joints and Accessories.

3.03…