RFB Special Provisions.pdf

RFB.SP.VI.2025 Page 1

SPECIAL PROVISIONS

(Special Instructions and Technical Specifications)

Special Provisions are deemed to be part of these Bid Specifications and shall supersede any conflicting term, requirement or condition in the Bid Specifications.

INTENT: To obtain pricing agreements for the purchase of ready mixed concrete and related material.

DELIVERY/FREIGHT CHARGES: All bid prices should reflect the inclusion of delivery/freight charges from the nearest plant to the Oklahoma City Yard or job site unless otherwise specified.

PLANT LOCATION: All bidders must indicate their general plant location for the items they are bidding.

TECHNICAL SPECIFICATIONS: Items furnished under this contract shall conform to the manufacturer's specifications and shall perform the functions for which they were designed and manufactured. Specification to each bid item should be provided to the City.

ORDER PROVISIONS: Ordering departments shall select from the awarded vendor(s) based on price and availability. The lowest bidder shall be selected first and given the opportunity to provide the material on the department’s schedule. If the vendor is unable to fill the order on schedule, then the department may contact the next lowest awarded vendor able to fill the order on schedule. For orders up to two cubic yards, the Department may elect to purchase on the open market from the vendor best able to meet their required delivery schedule provided the awarded vendor(s) were unable fill the order on schedule. It is recognized that ready mixed concrete can be seasonal in nature and small orders can be difficult to secure. This provision is provided to ensure City work crews have reasonable access to materials as needed. This provision will allow small jobs to be scheduled and completed in a timely manner resulting in an efficient use of City personnel.

SECTION 901 - PORTLAND CEMENT CONCRETE

901.01 MIX DESIGN AND PROPORTIONING

The City requires that all Portland cement concrete be air entrained. The City will allow Portland cement concrete produced using Portland cements, blended hydraulic cements, and hydraulic cements.

A. Classes of Concrete

If the Plans do not show the concrete class, provide concrete in accordance with the following:

Class AA. Use Class AA concrete in superstructures.

Class A. Use Class A concrete for pavements and substructures (pier caps, columns, abutments, retaining walls, and reinforced concrete not requiring Class AA concrete).

Class AA (HES). Use Class AA (HES) concrete in superstructure elements where early strength is needed or required.

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Class A (HES). Use Class A (HES) concrete for pavements and substructures (pier caps, columns, abutments, retaining walls, and reinforced concrete not requiring Class AA concrete) where early strength is needed or required.

If Class A or AP concrete utilizing an Optimized Gradation Concrete Mix Design (OGCMD) procedure is provided for use in Portland cement concrete pavements, integral curb, combined curb and gutter, concrete sidewalk, concrete driveways and divider strip, then the minimum cement content for Class A and AP concrete may be reduced as noted below.

Table 901:1 specifies the requirements for each concrete class:

Table 901:1 Concrete Classes

Class of

Concrete

Minimum

Cement

Content, lb/yd³

Air

Content, Water/Cement

Ratio a, lb/lb

Slump b, in

Minimum 28-day

Compressive

Strength c, psi

AA

6.5 ±1.5

0.25 – 0.44 2 ±1

4,000

Class AA

HES

752 6.5 ±1.5 0.25 – 0.35 2 ±1 4,000

A

6 ±1.5

0.25 – 0.48 2 ±1

3,000

Class A HES 611 6 ±1.5 0.25 – 0.43 2 ±1 3,000

AP

0.25 – 0.48 2 ±1

3,000

C

0.25 – 0.62 3 ±1

2,400

P

5 ±1.5

0.25 – 0.44 3 ±1

As required by the

Contract a Use the weight of each material to calculate the water to cement ratio (W/C) using the following equation:

W/C = Water/ (Cement + Cement Substitutes)

Determine the water use by adding the water measured into the batch, the water used in admixtures, and the free water on wet aggregate and subtracting the water absorbed by dry aggregate.

RFB.SP.VI.2025 Page 3 b Ensure the slump reflects a workability appropriate for the application. If using a mid-range water-reducing admixture, limit the slump to a maximum of 8 inches provided no segregation occurs.

c Compressive strength is based on the average of the results of three test cylinders, cured in accordance with AASHTO T28. The contract documents specify Class P concrete compressive strengths.

Ensure Class A concrete for paving has flexural strength of at least 650 psi at 28 days or 700 psi at 56 days. Determine the flexural strength at the mix design stage and obtain certification from the concrete supplier.

If Class A or AP concrete utilizing an Optimized Gradation Concrete Mix Design (OGCMD) procedure is provided for use for work specified above, then the minimum cement content for Class A concrete may be reduced to 470 lbs/yd3, and Class AP concrete may be reduced to 450 lbs/yd3. Ensure Class A concrete used in OGCMD pavements has a minimum flexural strength of 650 psi at 28 days when tested in accordance with AASHTO T 97.

Field testing of flexural strength will not be required and is required only for mix design approval. At the option of the City Engineer, the City may test flexural strength for acceptance or verification purposes.

B. Cement Substitution

The City will allow a substitution of a portion of the cement content at the concrete batch plant. Provide cement substitutes in accordance with Section 902, “Supplementary

Cementitious Materials.” Make cement substitutions on a one-to-one basis by weight

[mass] in accordance with Table 901:2. Refer to Subsection 901.02.A(1), “Portland

Cement,” and

Subsection 901.02.A(3), “Hydraulic Cement,” for Portland cement and hydraulic cement specifications. For High Early Strength Concrete Fly ash will not be allowed as a substitute.

Table 901:2

Cement Substitutes for Portland and Hydraulic Cement

Cement Substitutes Maximum Percent by Weight [Mass]

Fly ash or pozzolans only 20

Slag Cement only 50

Silica fume only 10

Combination of fly ash or pozzolans, and silica fume

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Combination of fly ash or pozzolans, slag cement, and silica fume

Refer to Subsection 901.03, “Blended Hydraulic Cement,” for blended hydraulic cements specifications.

Ensure Portland cement is at least 50 percent of the cementitious materials including substitutions at the cement production and the concrete batch plant. For concrete mix design purposes, consider the intended concrete use and weather conditions when determining cement substitutes.

Ensure the substitutions do not exceed the limits specified in Table 901:2 and Table 901:3.

Limit combinations to individual limits.

Table 901:3

Cement Substitutes for Blended Hydraulic Cement

Cement Type Material Maximum Percent by

Weight [Mass]

IP (XX)

Fly ash 30 – (XX)

Silica fume 10

Slag cement 50 – (XX)

Combinations See Table 901:2

IS (XX)

Fly ash 20

Silica fume 10

Slag cement 50 – (XX)

Combinations See Table 901:2

IL(XX)

Fly ash 20

Silica fume 10

Slag cement 50

Combinations See Table 901:2

Note: (XX) is the percentage of pozzolan in the IP cement, the amount of slag in the IS cement or the amount of limestone in the IL cement.

Type IL Cement must meet the requirements of ASTM C595.

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C. Proportioning

(1) General

Design and produce concrete mixtures in accordance with Table 901:1, “Concrete

Classes.” Base the mix design on absolute volume for the concrete class required by the

Contract and the consistency for concrete placement. Proportion the coarse and fine aggregate in accordance with ACI 211.1. Use the least amount of fine aggregate and mixing water to produce the workability for placement conditions. Ensure high early strength concrete meets the minimum strength within 72 hr. of placement. Submit the mix design to the City Engineer at least 14 days before production. The City will not allow placing

PCC to begin until the City Engineer approves the mix design. Include the following information with each mix design:

• Project identification,

• Contractor’s and Producer’s name and address,

• Mix design designation,

• Mix design intended use,

• Expected travel time from batch to placement,

• If the concrete will be pumped,

• Aggregate sources, gradation, moisture content, and saturated surface dry batch mass,

• Water source and test reports required by Subsection 901.04, “Water,”

• Fine aggregate fineness modulus,

• Cement type and source,

• Type of cement substitutions, if used, and source,

• Type of admixtures and sources,

• Mid-Range Water Reducer, if used in accordance with Subsection 901.03

• Material proportions,

• Unit weight,

• Air content,

• Slump,

• Water to cement ratio,

• Compressive strengths at 7 days and 28 days,

• Compressive strengths at 72 hr. for high early strength concrete, and

• Flexural strength at 28 days or 56 days for Class A used for concrete paving.

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Submit new mix designs if:

• The City Engineer rejects the mix design,

• Material sources change, or

• The mix design produces unacceptable workability or production test results.

(2) Optimized Gradation Concrete Mix Design (OGCMD)

For Class A and AP concrete utilizing an OGCMD procedure, ensure the concrete mix design is based on an absolute volume method for the class of concrete specified. Ensure the consistency of the concrete used for concrete pavement or curb and gutter is suitable for satisfactory placement of the concrete by slipform paving. Ensure OGCMD concrete mixtures are designed and produced in conformance with Sections 314 and 901 of these

Specifications and all appropriate Special Provisions in the Contract. Ensure the OGCMD concrete used for high early strength concrete meets the minimum 28 day compressive strength requirement within 72 hours of placement. Submit an optimized gradation mix design at least 30 days before production to the City Engineer. Do not place any optimized gradation concrete until the mix design is reviewed and approved by the City Engineer.

Include the following additional information with each Optimized Gradation Concrete Mix

Design:

• Gradations for each aggregate source. Sieve sizes to include: 1 1/2 in, 1 in, 3/4 in, 1/2 in, 3/8 in, No. 4, No. 8, No. 16, No. 30, No. 50, No. 100, and No. 200.

• Combined gradation charts.

• Tarantula Curve

• Individual and Combined Gradation Charts

• The results of the acid insoluble residue test described in ODOT Test Method OHD L-25 for the combined aggregate that passes the No. 4 sieve.

The optimized gradation concrete mix design and optimized gradation are the responsibility of the Contractor. Ensure the mix design provided has a combined aggregate gradation that plots within the limits of the Tarantula Curve as described in ODOT Test

Method OHD L-60. Ensure that all necessary quality control steps are taken to maintain control of the combined aggregates used in the mix design.

Ensure the combined aggregate that is retained on each individual sieve, when tested in accordance with T-11 and T-27, meets the requirements specified in Table 901:3A, and

Equations 901:1 and 901:2 below.

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Table 901:3A

Combined Aggregate Gradation

Sieve Size Percent Retained

1 1/2 inch 0.0

1 inch 0.0 – 16

3/4 inch 4.0 – 20

1/2 inch 4.0 – 20

3/8 inch 4.0 – 20

No. 4 0.0 – 20

No. 8 0.0 – 12

No. 16 0.0 – 12

No. 30 4.0 – 20

No. 50 4.0 – 20

No. 100 0.0 – 10

No. 200 0.0 – 3.0

N8 + N16 + N30 ≥ 15% Equation 901:1

N30 + N50 + N100 + N200 = 29% ± 5% Equation 901:2

Where:

N8 = percent (%) retained on the No. 8 sieve

N16 = percent (%) retained on the No. 16 sieve

N30 = percent (%) retained on the No. 30 sieve

N50 = percent (%) retained on the No. 50 sieve

N100 = percent (%) retained on the No. 100 sieve

N200 = percent (%) retained on the No. 200 sieve

Ensure the combined aggregate that passes the No. 4 sieve has an acid insoluble residue of at least 60% by weight when tested in accordance with ODOT Test Method OHD L-25.

Minor changes to the aggregate source proportioning percentages may be made to the mix design during production, to maintain compliance with the specification, if requested in writing and approved by the Resident Engineer. If the OGMCD has a manufactured fine aggregate source, ensure that any proportion increase greater than 5% to the percent of material from that source has the approval of the City Engineer.

A new mix design must be submitted if any of the following occur:

• The optimized gradation concrete mix design is rejected by the City Engineer,

• The source of any material changes, RFB.SP.VI.2025 Page 8

• Greater than a 5% increase in the proportion of the manufactured fine aggregate (if used), or

• The mix design produces unacceptable workability or production test results

D. Tests and Samples

For concrete sampling and testing, use the procedures in Table 901:4.

Table 901:4

Concrete Sampling and Testing

Property Tested AASHTO Test Procedure

Sampling R 60

Slump T 119

Air T 152 or T 196

Curing of specimens a T 23

Temperature ASTM C 1064

Strength:

Compressive b T 22

Flexural c T 97 a Maintain the initial curing temperature at 40°F or greater. The Resident Engineer will not require a recording thermometer. Maintain the final cure from 40°F to

85°F until tested.

b Base compressive strengths on the average of three test cylinders.

c Base flexural strengths on the average of two test beams.

E. Mix Identification

Reference authorized mix identifications on batch tickets, test results, reports, and correspondence.

901.02 PORTLAND CEMENT

A. General

Provide cement that meets the specifications for the following types, as required by the

Contract:

• Portland Cement,

• Blended Hydraulic Cement,

• Hydraulic Cement, or

• Rapid Setting Cement (for bridge deck overlays and repairs only).

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(1) Portland Cement

Provide Portland cement in accordance with AASHTO M 85 except as modified by the following:

Ensure the tricalcium aluminate (C3A) content in Type I cement does not exceed 15 percent.

Report the amount of Portland cement retained on the No. 325 sieve in accordance with

AASHTO T 192 on mill test reports.

Ensure the total equivalent alkalis do not exceed 0.95 percent. The City Engineer may waive this limit on a per project basis if the proposed concrete mix design meets the expansion limits in Option R of ASTM C 1157 when tested in accordance with ASTM C

1260.

Provide Type IV and Type V cements that meet the optional physical requirements.

Supply supporting data for cement provided under optimum SO3 requirements, as described in footnote d of Table 1 of AASHTO M 85, quarterly to the City Engineer.

(2) Blended Hydraulic Cement

Provide blended hydraulic cement in accordance with AASHTO M 240, except as modified by the following:

Ensure the total equivalent alkalis do not exceed 0.95 percent. The City Engineer may waive this limit on a per project basis if the proposed concrete mix design meets the expansion limits in Option R of ASTM C 1157 when tested in accordance with ASTM C

1260.

Ensure the tricalcium aluminate (C3A) content does not exceed 15 percent.

Record the amount of blended hydraulic cement retained on the No. 325 sieve in accordance with AASHTO T 192. Use the air permeability method in accordance with

AASHTO T 153 to determine and record the fineness on mill test reports.

Test silicon dioxide (SiO2), aluminum oxide (Al2O3), and calcium oxide (CaO) in accordance with AASHTO T 105 and report the results on mill reports.

Provide cement substitutions that do not exceed the limits in Subsection 901.01.B, “Cement

Substitution.”

Supply supporting data for cement provided under optimum SO3 requirements as described in footnote b of Table 1 of AASHTO M 240 quarterly to the City Engineer.

(3) Hydraulic Cement

Provide hydraulic cement in accordance with ASTM C 1157 except as modified by the following:

Ensure the total equivalent alkalis do not exceed 0.95 percent. The City Engineer may waive this limit on a per project basis if the proposed concrete mix design meets the expansion limits in Option R of ASTM C 1157 when tested in accordance with ASTM C

1260.

Ensure the tricalcium aluminate (C3A) content does not exceed 15 percent.

Record the amount of hydraulic cement retained on the No. 325 sieve in accordance with

AASHTO T 192. Use the air permeability method in accordance with AASHTO T 153 to determine and record the fineness on mill test reports.

Ensure the loss on ignition for hydraulic cements does not exceed 5.0 percent. Provide

RFB.SP.VI.2025 Page 10 cement substitutions that do not exceed the limits in Subsection 901.01.B, “Cement

Substitution.”

The City Engineer may limit substitutes in cement production by type and percentage.

(4) Rapid Setting Cement

Provide rapid setting cement in accordance with Table 901:5:

Table 901:5

Rapid Setting Cement Properties

Material or Property Cement a, %

Calcium sulfoaluminate (C4A3S)

Dicalcium silicate (C2S) 67

Tricalcium aluminate (C3A) < 5 a Approximate percentages by weight [mass]

901.03 ADMIXTURES

Use admixtures included in the approved mix design. The City will not allow using admixtures to replace cement or using admixtures containing more than 10,000 ppm of chloride in prestressed or reinforced concrete.

Section 902 covers the specifications for fly ash, slag cement, or silica fume.

Provide admixtures in accordance with the following:

• Accurately measure admixture dosages into each batch.

• Dispense admixtures in liquid form. Provide dispensers large enough to measure the quantity for each batch. Unless liquid admixtures are added to pre-measured water, arrange the discharge to uniformly flow into the water stream.

• Store admixtures to prevent freezing. Agitate admixtures to prevent solids from separating or settling. Do not use air agitation.

• Use separate equipment to provide and dispense each admixture if using more than one admixture. Ensure that admixtures are compatible when used in combination.

A. Air Entraining Admixtures

Provide air entraining admixtures in accordance with AASHTO M 154. The City may allow an exception if the manufacturer provides certification that the product is neutralized vinsol resin with caustic soda and contains no other additive. Add air entraining admixture during initial batching. If air content is below the specification minimum, additional air entraining admixture may be added directly to the concrete surface (not the drum or fins)

RFB.SP.VI.2025 Page 11 in a ready-mix truck at the jobsite followed by a minimum of 30 revolutions at mixing speed provided the revolution limit of 300 is not exceeded.

B. Chemical Admixtures

Provide chemical admixtures (water reducers, retarders, accelerators, etc.) in accordance with AASHTO M 194 for the type of admixture supplied.

When concrete mix designs contain a High Range Water Reducer (HRWR) admixture

(Mid-range water reducers are to be considered HRWR’s), Type F or G, define the following:

• The purpose for its use,

• Whether it will be added to the mix at the plant or jobsite and,

• The maximum slump after addition.

Do not add water to the concrete after the addition of the HRWR to increase or maintain the slump.

Provide a concrete mixture design in accordance with Subsection 901.01, “Mix Design and

Proportioning,” before adding the admixture.

901.04 WATER

Provide water in accordance with AASHTO M 157, except as modified by the following:

The City Engineer will not require additional quality testing if the water used is from an approved

ODEQ public water source. Submit test reports from the concrete producer showing compliance with AASHTO M 157 and Table 901:9, “Chemical Limits for Mix Water,” before use, if using water from another source.

The City will allow a blend of concrete wash water and other water sources as mix water if the concrete producer submits certification that the water meets the requirements of

AASHTO M 157, Table 901:9, “Chemical Limits for Mix Water,” and Table 901:10, “Acceptance

Criteria for Questionable Water Supplies.” Test the blended water weekly for 4 weeks or provide previous test reports. Test blended water monthly for compliance. Provide water test results when requested by the City Engineer.

Table 901:9

Chemical Limits for Mix Water

Contaminant Test Method Maximum Concentration, ppm

Chloride (Cl) ASTM D 512

Prestressed concrete — 500

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Bridge decks and superstructure

All other concrete — 1,000

Sulfate (SO4) ASTM D 516 1,000

Alkalis (NA2O +

0.658K2O)

ASTM D 4191 and

ASTM D 4192

Total solids AASHTO T 26 50,000

Table 901:10

Acceptance Criteria for Questionable Water Supplies

Property Limits Test Method

Compressive strength, minimum percent of the control (at 7 days)

90% AASHTO T 106

Time of set, deviation from control, hr. −1 / +1.5 AASHTO T 131

901.05 FINE AGGREGATE

A. Materials Covered

This subsection covers fine aggregate quality and size for PCC pavements or bases, highway bridges, and incidental structures.

Provide mortar sand in accordance with AASHTO M 45.

B. General Requirements

Provide fine aggregate that consists of a single-source natural sand in accordance with

AASHTO M 6, Class A, except as modified by Subsection 901.05.C, “Gradation.”

Alternatively, provide a fine aggregate that consists of a combination of natural sands or a combination of natural and manufactured sands in accordance with AASHTO M 6, Class

A, except as modified by the following:

• Mix the two materials under controlled conditions and stockpile as a finished aggregate.

Alternatively, the two materials may be combined from separate stockpiles during batching operations at a hydraulic cement concrete plant.

• Ensure the combined fine aggregate meets the gradation requirements of Subsection 901.05.C, “Gradation.”

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• Ensure the fine aggregate blend has an acid insoluble residue of at least 60 percent by weight when tested in accordance with ODOT Test Method OHD L-25, if using a manufactured sand in combination with natural sand.

• Obtain crushed fine aggregate (manufactured sand) from a coarse aggregate source, on ODOT’s

Materials Division “Approved Products List,” for use in hydraulic cement concrete.

• Fine Aggregate used in Section 903.01, “Controlled Low Strength Material,” may be made from 100% manufactured sand meeting all other requirements of this Section.

Fine Aggregates used for an Optimized Gradation Concrete Mix Design (OGCMD) Class A or AP concrete for Portland Cement Concrete Pavement do not have to meet the gradation requirements of Subsection 901.05.C. All OGCMD aggregate sources that have no material retained on or above the 1/2 inch sieve will be considered fine aggregate. All natural sand sources of fine aggregate shall be from a fine aggregate source on the Approved Materials List for use in hydraulic cement concrete or limited use. All crushed fine aggregate (manufactured sand) in the mix shall be obtained from a coarse aggregate source on the Approved Materials List for use in hydraulic cement concrete.

C. Gradation

Provide fine aggregate with a fineness modulus between 2.3 and 3.1, that is well graded from coarse to fine, and when tested in accordance with AASHTO T 27 and AASHTO T

11 meets the requirements of Table 901:11.

Table 901:11

Fine Aggregate Gradation

Sieve Size Percent Passing

3/8 in 100

No. 4 95 – 100

No. 8 80 – 100

No. 16 50 – 85

No. 30 25 – 60

No. 50 5 – 30

No. 100 0 – 10

No. 200 0.0 – 3.0

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The gradation requirements specified in Table 901:11 represent the extreme limits of suitability. Ensure the gradation from one source does not have large changes in percentages of gradation. Use the average fineness modulus to determine the uniformity of the fine aggregate. The average fineness modulus is the average of the last 10 tests by the

City Engineer and maintained by his office. The City Engineer will not accept fine aggregate represented by a test result with a fineness modulus that deviates more than 0.20 from the average. Determine the aggregate fineness modulus by adding the total percentage of sample material that is coarser than each of the following sieve sizes and dividing by

100:

• No. 100,

• No. 50,

• No. 30,

• No. 16,

• No. 8,

• No. 4, and

• 3/8 in.

901.06 COARSE AGGREGATE

This subsection covers coarse aggregate quality and size for use in PCC pavements or bases, highway bridges, and incidental structures.

Provide coarse aggregate in accordance with AASHTO M 80, Class A, consisting of crushed gravel or stone, or when approved by the City Engineer in writing, a combination of crushed gravel or stone from different sources, except as modified by the following:

• Ensure coarse aggregate produces Class A concrete with a durability factor of at least 50.

Determine the durability factor after 350 cycles of alternate freezing and thawing in accordance with AASHTO T 161, Procedure A.

• Limit the Los Angeles Abrasion percent wear to a maximum of 40 percent after 500 revolutions when tested in accordance with AASHTO T 96.

• The City Engineer will not apply the sodium sulfate soundness requirement.

• Ensure that at least 70 percent of the coarse aggregate retained on the No. 4 sieve is crushed stone or mechanically crushed gravel with at least two fractured faces.

• Limit the quantity of flat or elongated pieces to 15 percent or less, at a ratio of 1:5, when tested in accordance with ASTM D 4791.

• Provide coarse aggregate graded in accordance with Table 901:12.

Coarse Aggregates used for an Optimized Gradation Concrete Mix Design (OGCMD) Class A or

AP concrete for Portland cement concrete pavement do not have to meet the gradation

RFB.SP.VI.2025 Page 15 requirements of section 901.06. All OGCMD aggregate sources that have material retained on or above the 1/2 inch sieve will be considered coarse aggregate. Ensure all coarse aggregate is obtained from a source on the Approved Materials List for use in hydraulic cement concrete.

Table 901:12

Coarse Aggregate Gradation

Sieve Size Percent Passing per Processed Aggregate Size Number

357 57 67 7 8

2-1/2 in 100 — — — —

2 in 95 – 100 — — — —

1-1/2 in — 100 — — —

1 in 35 – 70 95 – 100 100 — —

3/4 in — — 90 – 100 100 —

1/2 in 10 – 30 25 – 60 — 90 – 100 100

3/8 in — — 20 – 55 40 – 70 85 – 100

No. 4 0 – 5 0 – 10 0 – 10 0 – 15 10 – 30

No. 8 — 0 – 5 0 – 5 0 – 5 0 – 10

No. 16 — — — — 0 – 5

No. 200 0 – 1.5 0 – 2.0 0 – 2.0 0 – 2.0 0 – 2.0

Provide the specified sizes of coarse aggregate for the following types of concrete:

• No. 57 for Class A and Class AP concrete.

• No. 357 for massive Class A concrete.

• No. 57, No. 67, or No. 357 for Class C concrete.

• No. 7 or No. 8 for thin overlays, details, and thin sections if allowed by the City

Engineer.

• No. 67 for Class AA or Class P concrete; and

• No. 57, No. 7 or No. 8 for Class P concrete if the specified 28-day compressive strength is greater than 6,000 psi or the Contract requires permeability limits.

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901.07 Portland Cement Concrete (Dept. of Airports):

A. Portland Cement Concrete, 3,500 PSI at 28 days (Dept. of Airports):

All materials for Portland Cement Concrete shall be in accordance with Section P-501, F.A.A., Standard

Specifications for Construction of Airports of May 1968 for Class "AE" Paving Concrete.

The minimum compressive strength shall be 3,500 PSI at 28 days.

The mix shall be six bags of Type III Cement per Cu. Yd. maximum of 5 3/4 gallons of water net content per bag: slump range be 2" - 3". 5% Air Entrainment.

B. Portland Cement Concrete, 3,500 PSI at 7 days (Dept. of Airports):

All materials for Portland Cement Concrete shall be in accordance with Section P-501 F.A.A. Standard

Specifications for Construction of Airports or May 1968 for Class "AAE" Paving Concrete.

The minimum compressive strength shall be 3,500 PSI at 7 days (HES).

The mix shall be six bags of Type III Cement per Cu. Yd. maximum of 5 3/4 gallons of water net content per bag; slump range to be 2" - 3"; 5% Air Entrainment.

901.08 CURING AGENTS

Liquid Membrane Curing Compounds

Provide liquid membrane curing compounds in accordance with ASTM C309, Type 2

“Class B”, except as modified by the following:

• Ensure Type 2, white-pigmented compound hiding power has a daylight reflectance of at least 65 percent of magnesium oxide reflectance in accordance with ASTM E 97.

• Ensure the curing compound has at least 90 percent water retention when tested in accordance with ODOT Test Method OHD L-17.

SECTION 902 - SUPPLEMENTARY CEMENTITIOUS MATERIALS

902.01 FLY ASH

A. General

A very fine, fluid material with pozzolanic properties and possibly some cementitious properties that is a by-product gathered by dust collection systems during the coal burning process at coal fired power plants.

Substitution of a portion of the cement in Portland cement concrete (PCC) with fly ash in accordance with Subsection 901.01, “Mix Design and Proportioning is allowed.” Use of fly ash to stabilize or modify soils in accordance with ODOT Test Methods OHD L-50 and OHD L-51 is allowed.

Provide fly ash for PCC from one source (power plant) and soil stabilization or modification fly ash from one source.

Protect fly ash from contamination and dampness. The City Engineer will not accept lumpy, contaminated, or partially set fly ash.

B. Requirements for Portland Cement Concrete Use

Provide fly ash for PCC in accordance with AASHTO M 295, Class C or Class F.

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C. Requirements for Soil Use

Provide fly ash for soil stabilization or modification in accordance with AASHTO M 295, Class

C.

902.02 SLAG CEMENT

A. General

A glassy granular, non-metallic by-product of iron production that is ground to various degrees of fineness and consists of silicates and aluminosilicates of calcium and other bases.

Substitution of a portion of the cement in PCC with slag cement is allowed if in accordance with

Subsection 901.01, “MIX DESIGN AND PROPORTIONING.” Provide slag cement from one source only (plant) in the PCC.

Protect slag cement from contamination and dampness. The City Engineer will not accept lumpy, contaminated, or partially set slag cement.

B. Requirements

Provide slag cement in accordance with AASHTO M 302, Grade 100, or Grade 120.

902.03 CEMENT KILN DUST

A very fine by-product of Portland cement manufacturing, with particle sizes between 6 microns and 100 microns, that is gathered by kiln dust collection systems during the cement clinker manufacturing process and consists of a particulate mixture of partially calcined and untreated raw feed, clinker dust, and fuel ash, enriched with alkali sulfates, halides, and other volatiles.

Use of CKD to stabilize or modify soils in accordance with ODOT Test Methods OHD L-50 or

OHD L-51 is allowed. Provide CKD from one source (plant).

Protect CKD from contamination and dampness. The City Engineer will not accept lumpy, contaminated, or partially set CKD.

B. Requirements

Test CKD in accordance with AASHTO T 105 to determine the total calcium oxide (CaO), the alkali equivalent {(0.658×K2O) +(Na2O)}, the total sulfates (SO3), and the loss on ignition. Refer to Table 902:1 for the chemical content limits based on average values of samples from the plant the month before shipment.

Table 902:1 Chemical Content of CKD

Property Limits, %

Total calcium oxide ≥ 35

Alkali equivalent ≤ 8

Total sulfates ≤ 10

Loss on ignition ≤ 30

902.04 SILICA FUME

Silica fume. A very fine pozzolanic by-product of the production of elemental silicon and ferrosilicon alloys, composed mostly of amorphous silica produced by electric arc furnaces; also

RFB.SP.VI.2025 Page 18 known as condensed silica fume and micro silica.

Substitution of a portion of the cement in PCC with silica fume in accordance with Subsection

901.01, “Mix Design and Proportioning,” is allowed. Provide silica from one source (plant).

Protect silica fume from contamination and dampness. If storing in a liquid state, continually mix during storage. The City Engineer will not accept lumpy, contaminated, or partially set silica fume.

B. Requirements

Provide silica fume in accordance with ASTM C 1240.

902.05 FIBER REINFORCEMENT FOR PCC

Polypropylene Fibers

Use synthetic fibers that are 100 percent polypropylene, collated, fibrillated fibers manufactured to graduated lengths of equal proportions for secondary reinforcement.

Provide fibers in accordance with ASTM C 1116 for Type III.

The City required Blended Fibers that are a combination of micro synthetic fibers and macro synthetic fibers. The resulting products represents the best possible solution to concrete's intrinsic flaws throughout its life span. Micro fibers excel at controlling cracks in the early stage, while Macro (synthetic or steel) fibers provide outstanding crack control in increased load-bearing situations. With blended fibers, you receive both advantages in one amazing package.

Provide silica fume in accordance with of ASTM C 1240.

902.06 Rapid Setting Cement:

This specification covers the chemical and physical properties of packaged material to be mixed with only water or with aggregates and water to produce a mixture which is fast setting, develops high early strength, for repair of concrete pavement or bridge decks.

Aggregates to be added shall meet the requirements as specified in ASTM C33, and at aggregate to cement ratios not to exceed those as specified below or

50 POUNDS MATERIAL

1 1/2 GALLONS WATER

50 POUNDS SAND

50 POUNDS MATERIAL

1 3/4 GALLONS WATER

50 POUNDS COURSE AGGREGATE

Chemical Requirements -This material shall not contain soluble chloride or other ingredients of sufficient quantity to cause corrosion to steel reinforcements.

Setting Times - The material after mixing with water shall conform to the setting time shown on Table I when tested in accordance with ASTM C191-74.

Compressive Strength - Specimens of the cement as received or containing one part cement (by weight) shall be prepared according to applicable sections of ASTM C109-74.

RFB.SP.VI.2025 Page 19

Specimens containing one part sand plus one part coarse aggregate to one part cement (by weight) shall be prepared according to applicable sections of ASTM C192-74.

Evaluation for compressive strengths shall comply with applicable sections in ASTM Methods C109-74 and C91-72 except as follows:

a. Specimens for one hour compressive strength evaluation shall remain in covered molds until time of testing. For three, seven, and twenty-eight day wet compressive strength evaluation samples shall be stored in clean water or moist cure chamber until time of testing. See Table II.

b. The compressive strength reported for each age shall be the average of the compressive strengths of three specimens.

Mixing Procedure - For preparing compressive strength specimens:

1. Introduce measured amount of water to mixer;

2. Add one-half of the aggregate;

3. Add material to water and aggregate with mixer operating;

4. Add remainder of aggregate;

5. If necessary, add more water to obtain desired fluidity;

6. Mix until lump-free, but not for more than five minutes.

TABLE I

SETTING TIME: 20 minutes minimum / 40 minutes maximum

TABLE II

Failure to perform in actual use (based on the opinion of the Street Maintenance Superintendent) shall be just cause for future rejection of any material even though the product meets all other requirements of this specification. Damaged shipments will not be accepted. It will be the vendor's responsibility to reship and

Wet Compressive Strength PSI

Cement as Received Addition of 1 Part Sand

Addition of 1 Part Sand and 1

Part Coarse Aggregate

1 hour after set

3 days after set

7 days after set

28 days after set

RFB.SP.VI.2025 Page 20 file their claims with the carrier. Bags must be four-part moisture proof, of sufficient quality and strength to withstand normal handling and storage.

Provide silica fume in accordance with of ASTM C 1240.

902.07 One-component Chemical Action Concrete

Material - Shall be equal to Set-45 chemical-action concrete. Shall be a complete dry mix requiring only the addition of water prior to mixing and use. Soluble chlorides and/or soluble sulphates shall be controlled to prevent corrosion of reinforcing steel or damage to Portland cement concrete. It shall be capable of being placed from a minimum of 1/2" (13mm) up to full-depth.

For deep patches, over 1-1/2" (38mm), it shall be extended by adding clean, hard, washed, 1/4 to 1/2" (6 to

13mm) aggregate in an amount of up to 60% its weight.

Hot and Cold Weather Placements: Must be capable of use in ambient temperatures between 0 degrees and

100 degrees

Physical Requirements:

Setting Time (ASTM C-266) - Initial setting time shall be no less than 8 minutes.

Compressive Strength (ASTM C-109): 2" x 2" (50mm x 50mm) cubes shall be:

2-hour -- 2,000 psi (13.8 MPa) minimum

24-hour -- 5,000 psi (34.5 MPa) minimum

7-day -- 7,000 psi (48.3 MPa) minimum

Freeze/Thaw Durability (ASTM C-666), Procedure A, 300 cycles): A durability factor of not less than

80%.

Packaging -The patching material shall be packaged in strong, moisture-resistant bags capable of withstanding normal shipping and handling without damage. The bags shall be capable of protecting the material from deterioration for a period of six months when stored in dry conditions.

SECTION 903.01 - CONTROLLED LOW-STRENGTH MATERIAL

a. General

A low strength grout backfill material consisting of Portland cement, fly ash, fine aggregate, and water.

The City will allow the use of an air entraining agent.

b. Mix Design

Design the mix using absolute volumes. Use at least 20 lb./yd³ of Portland cement in the mix design. Submit the proposed mix design with trial batch testing data before use. Include the weight [mass], specific gravity, material source, and material requirements for each ingredient. Include the flowability results, unit weight [mass], and trial batch strength tests. The City will allow the submittal of previously used and successful mix designs without retesting if material sources have not changed. Provide materials in accordance with the following sections and

RFB.SP.VI.2025 Page 21 subsections for CLSM:

Material: Section or Subsection:

Portland Cement 901.02

Fly Ash 902.01

Fine Aggregate 901.05

Water 901.04

Air Entraining Agents 901.03. A

c. Sampling and Testing

Test CLSM in accordance with the following methods:

• Conduct the flow test in accordance with ASTM D 6103. Provide a CLSM spread diameter of

8 in or greater.

• Conduct the unit weight [mass] tests in accordance with ASTM D 6023. The City Engineer will reject batches with a unit weight [mass] that deviates 5 percent or more from the mix design value.

• Conduct the compressive strength tests in accordance with ODOT Test Method OHD L-62.

Provide a CLSM compressive strength at 28 days from 100 psi to 800 psi. Earlier strength tests may be performed to confirm that the material reaches the minimum strength but are not required by the Contract.

SECTION 903.02 - Flowable Mortar (Controlled Density Fill):

MATERIALS:

a. Cement: Shall be in accordance with Section 804 of the Standard Specifications for Construction of

Public Improvements.

b. Fly Ash: Shall be in accordance with ASTM designation C618, Class C mineral chemical composition.

c. Fine Aggregate: Shall be natural sand consisting of mineral aggregate particles. The gradation of the sand shall be as follows:

Sieve Size Percent Passing

3/4"

0-10

It is intended that the sand be fine sand that will stay in suspension in the mortar to the extent required for proper flow.

RFB.SP.VI.2025 Page 22

d. Mix Design: the approximate mix design is as follows:

Approximate Quantity of Dry Material Per Cubic Yard

Cement 100 pounds

Fly Ash (Class C) 300 pounds

Fine Aggregate 2,600 pounds

These materials with approximately 70 gallons of water will yield approximately one cubic yard of flowable mortar with a compressive strength not to exceed 90 P.S.I.

DELIVERY: Mixture of cement, fly ash, fine aggregates and water is to be delivered in a semi-liquid state by ready mix trucks to any specific location as designated at the time the order for this material is placed.

CONTRACT PRICE: Flowable Mortar shall be priced per cubic yard and should include all cost for materials, delivery requirements, equipment requirements and test reports.

SECTION 903.19 - Very Early High Strength:

Very Early High Strength Type I (VES-I) -Ensure VES I mix reaches 3000, psi [20.7 MPa] at 6 hr. Use type I cement for this concrete. Provide No.67 size coarse aggregate. Use a high range water reducing admixture to obtain slump. Add no more than 7.5 gal/yd3 [37 L/m3] Calcium Nitrate as a liquid mixture.

Use an air entraining admixture to obtain the air content in accordance with ODOT table 701:29 “Early strength concrete properties”. The City Of Oklahoma City will not allow fly ash as a substitution. To improve mix durability, add concrete fibers as directed by City of Oklahoma City Engineer.

Very Early High Strength Type III (VES III) -Ensure the VES III mix reaches 3,000 psi [20.7 MPa] at

6 hr. Use Type III cement for this concrete. Provide No.67 size course aggregate, Use a high range water-reducing admixture to obtain slump. Add at least 6.0 gal/yd3 [30 L/m3] Calcium nitrate as a liquid admixture.

Use an air entraining admixture to obtain the air content in accordance with table 701:29, “Early Strength

Concrete Properties.” The City of Oklahoma City will not allow Fly ash substitution. To improve mix durability, add concrete fibers as directed by City of Oklahoma City Engineer.

Rapid Setting Latex Modified Concrete (RSLMC) -Ensure the RSLMC mix reaches 3,000 psi [20.7

MPa] at 4 hr. provides a rapid setting cement for RSLMC in accordance with Subsection 701.02.A.4 “Rapid setting Cement”. Provide a No.67 size course aggregate, use a latex emulsion admixture at 24.5 gal/yd3

[121L/m3]. The Department will not allow an air entraining admixture or fly ash substitution. Add food– grade citric acid to delay set time at a rate no greater than 2lb/yd3 [121 L/m3]. Dissolve the citric acid in the water before adding the mix in accordance with manufacture recommendations. To improve mix durability, add concrete fibers as directed by City of Oklahoma City Engineer.

RFB.SP.VI.2025 Page 23

1. INSURANCE REQUIREMENTS

Bidder must carry such insurance and provide a certificate of insurance evidencing the insurance policies and coverage required here in the Special Provisions.

A. Any issue a Bidder may have with insurance requirements should be raised during the Question-and-Answer period before bid submission so that the Contracting

Entity can determine whether a change, by Addenda, will be made to the insurance requirements for all potential bidders.

B. Bidder may not take exception to insurance requirements after the Question-and-

Answer Period.

C. The following insurance requirements are applicable and must be obtained prior to contract award if the bid submitted includes on-site installation, on-site maintenance services or other repair services to be performed on the Contracting

Entity’s property, or if insurance coverage is otherwise requested by the

Contracting Entity here in the Special Provisions.

i. Worker’s Compensation & Employer’s Liability Insurance: Bidder shall carry Worker's Compensation Insurance in amounts prescribed by the laws of the State of Oklahoma, if any. If Bidder is exempt from compliance with

Oklahoma’s worker’s compensation requirements, Bidder shall provide a

RFB.SP.VI.2025 Page 24 certificate (Affidavit of Exempt Status Under the Administrative Worker’s

Compensation Act) from the Workers’ Compensation Commission indicating such exemption. The certificate can be completed online at www.ok.gov/wcc.

ii. General Liability Insurance: Bidder shall carry a general liability insurance policy to protect the Bidder and the Contracting Entity shall be an

Additional Insured from claims for property damage and bodily injury including death, or other loss which may arise directly or indirectly from the activities, omissions, and operations of the Bidder under the Pricing

Agreement, whether such activities, omissions, and operations be by the

Bidder, its subcontractor, or by any one employed by or acting for the benefit of the Bidder in conjunction with this Pricing Agreement. The general liability policy shall have at a minimum, the following coverage amounts:

1. Property Damage Liability - Limits shall be carried in the amount of not less than twenty- five thousand dollars ($25,000) to any one person for any single claim for damage to or destruction of property arising out of a single act, accident, or occurrence.

2. All Other Liability - In the amount not less than one hundred seventy-five thousand dollars ($175,000) for claims including accidental death, personal injury, and all other claims to any one person out of a single act, accident, or occurrence.

3. General Aggregate Limit- In an amount not less than one million dollars ($1,000,000) for any number of claims arising out of a single act, occurrence or accident.

iii. Automobile Liability Insurance: The Bidder shall maintain automobile insurance coverage in, at a minimum, the amounts required by Oklahoma law as to the ownership, maintenance, and use of all owned, non-owned, leased or hired vehicles and equipment when said vehicles or equipment is utilized to meet the requirements of this Pricing Agreement.

D. The insurance policies required herein shall be issued by a company authorized to do business in the state of Oklahoma.

E. The Contracting Entity shall be furnished with a Certificate of Insurance evidencing all the above-referenced requirements before Pricing Agreement award.

F. All policies shall be in the form of an “occurrence” insurance coverage or policy.

If any insurance is written in a “claims made” form, the Bidder shall also provide tail coverage that extends a minimum of two years from the expiration of the

Pricing Agreement.

http://www.ok.gov/wcc

RFB.SP.VI.2025 Page 25

G. Unless stated otherwise above, all policies must be fully insured with any single deductible not exceeding $25,000.

H. Bidder or Bidder’s insurance company must provide Contracting Entity at least thirty (30) days’ prior written notice of any cancellation or material coverage change in their policies.

I. Unless otherwise approved by the Contracting Entity prior to Pricing Agreement award, self-insured retentions will not be accepted unless accompanied by a bond or irrevocable letter of credit guaranteeing payment of the losses, related investigations, claim administration, and defense expenses not otherwise covered by the Bidder’s self-insured retention.

2. ACORD FORM

A. The Contracting Entity to this Pricing Agreement, whether named herein or by reference only, shall be named as additional insured on the Bidder’s insurance policies, except Worker’s Compensation and Employer’s Liability Insurance, to the full limits of the policies and consistent with the same coverages available to the named insured.

i. Any blanket additional insured endorsement which limits coverages to any

Contracting Entity is not compliant with this Pricing Agreement and will be considered a breach. Contracting Entity must be provided with a Certificate of Insurance or Endorsement evidencing Contracting Entity’s additional insured status prior to contract award.

B. The policy description shall state the following:

i. “Additional insured(s) on the listed policies are those required in the contract.” [The City of Oklahoma City and its participating public trusts]

ii. The solicitation BID: Concrete, Ready Mixed and Related Materials.

3. WARRANTY

A. The Bidder warrants that at the time of delivery, all Bid Items furnished under this

Pricing Agreement will be free from defects in material and/or workmanship and each Bid Item will conform to the Bid Specifications and all other requirements of this Pricing Agreement.

B. Bidders must furnish with their bid one copy of their warranty applicable to the Bid

Items to be furnished.

C. Bidder agrees that it alone is responsible for ensuring that Bid Items furnished to the Contracting Entity at the time of delivery and inspection meet all manufacturer warranties even if Bidder is not the manufacturer. If the Bidder is not the manufacturer and the Contracting Entity determines that the Bid Items furnished by Bidder do not meet the manufacturer’s warranty, Bidder alone is responsible for working with the manufacturer to promptly obtain Bid Item replacements for the

Contracting Entity that meet all applicable warranties or in the alternative, refund

RFB.SP.VI.2025 Page 26

Contracting Entity’s payment for said Bid Items. The election of remedies shall be at the sole discretion of the Contracting Entity.

D. This warranty shall be in addition to any other rights of the Contracting Entity established or implied by contract and/or in equity or at law.

E. All warranties shall start on the date of acceptance of the Bid Items and will be for the full term of said warranty.

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