PORTLAND CEMENT CONCRETE 701.01 615 SECTION 701
701.01 Mix Design and Propo Rtioning
The Department requires that all portland cement concrete be air entrained. The Department will allow portland cement concrete produced using portland cements, blended hydraulic cements, and hydraulic cements.
A.Classes of Concrete If the Plans do not sh ow 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 con crete not requiring Class AA concrete). Class AP. Use Class AP concrete in shoulders, merge areas, and gore areas for portland cement concrete (PCC) pavements. Class C. Use Class C concrete for soil erosion control structures. Class P. Use Class P concr ete for precast prestressed concrete members. Table 701:1 specifies the requirements for each concrete class: Table 701:1 Concrete Classes Class of Concrete Minimum Cement Content, lb/yd³ [kg/m³] Air Content, % Water/Cement Ratioa, lb/lb [kg/kg] Slumpb, in [mm] Minimum 28-day Compressive Strengthc, psi [MPa] AA 564 [335] 6.5 ±1.5 0.25 – 0.44 2 ±1 [50 ±25] 4,000 [27.6] A 517 [307] 6 ±1.5 0.25 – 0.48 2 ±1 [50 ±25] 3,000 [20.7] AP 470 [279] 6 ±1.5 0.25 – 0.48 2 ±1 [50 ±25] 3,000 [20.7] C 395 [234] 6 ±1.5 0.25 – 0.62 3 ±1 [75 ±25] 2,400 [16.5] P 564 [335] 5 ±1.5 0.25 – 0.44 3 ±1 [75 ±25] As required by the Contract
701.01 Portland Cement Concrete
616 Table 701:1 Concrete Classes 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. b Ensure the slump reflects a workabi lity appropriate for the application. If using a high -range water -reducing admixture, limit the slump to a maximum of 9 in [230 mm] provided no segregation occurs . c Compressive strength is based on the average of the results of three test cylind ers. The contract documents specify Class P concrete compressive strengths. Ensure Class A concrete for paving has flexural strength of at least 650 psi [4.5 MPa] at 28 days or 700 psi [4.8 MPa] at 56 days. Determine the flexural strength at the mix design stage and obtain certification from the concrete supplier.
B.Cement Substitution The Department will allow a substitution of a portion of the cement content at the concrete batch plant. Provide cement substitutes in accordance with Section 702, “Supplementary Cementitious Materials.” Make cement substitutions on a one -to-one basis by weight [mass] in accordance with Table 701:2. Refer to Subsection 701.02.A(1), “Port land Cement, ” and Subsection 701.02.A(3), “Hydraulic Cement, ” for portland cement and hydraulic cement specifications. Table 701:2 Cement Substitutes for Portland and Hydraulic Cement Cement Substitutes Maximum Per cent 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 30 Combination of fly ash or pozzolans, slag cement , and silica fume 50 Refer to Subsection 701.02.A(2), “Blended Hydraulic Cement,” for blended hydraulic cement specifications. PORTLAND CEMENT CONCRETE 701.01 617 Table 701:3 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 701:2 IS (XX) Fly ash 20 Silica fume 10 Slag cement 50 – (XX) Combinations See Table 701:2 IL(XX) Fly ash 20 Silica fume 10 Slag cement 50 Combinations See Table 701:2 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. 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 specifi ed in Table 701:2 and Table 701:3. Limit combinations to individual limits.
C.Proportioning Design and produce concrete mixtures in accordance with Table 701:1, “Concrete Classes.” Base the m ix 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 pro duce 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 Resident Engineer at least 14 days before production. The Department will not allow pla cing PCC to begin until the Resident 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,
701.01 Portland Cement Concrete
618 Aggregate sources, gradation, moisture content, and saturated surface dry batch mass, Water source and test reports required by Subsection 701.04, “Wa ter,” Fine aggregate fineness modulus, Cement type and source, Type of cement substitutions, if used, and source, Type of admixtures and sources, High Range Water Reducer, if used in accordance with Subsection 701.03 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. Submit new mix designs if: The Resident Engineer rejects the mix design, Material sources change, or The mix design produces unacceptable workability or production test results.
D.Tests and Samples For concrete sampling and testing, use t he procedures in Table 701:4. Table 701:4 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 [4°C] or greater. The Resident Engineer will not require a recording thermometer. Maintain the final cure from 40°F to 85°F [4°C to 29°C] until tested. b Base compressive strengths on the average of three test cylinders. c Base flexural strengths on the average of two test beams. PORTLAND CEMENT CONCRETE 701.02 619 E. Mix Identification Reference authorized mix identifications on batch tickets, test results, reports, and correspondence.
701.02 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).
1.Portland Cement Provide portland cement in accordance with AASHTO M 85 except as modified by the following: Ensure the tricalcium aluminate (C 3A) content in Type I cement does not exceed 15 percent. Report the amount of portland cement retained on the No. 325 [45 µm] sieve in accordance with AASHTO T 192 on mill test reports. Ensure the total equivalent alkalis do not exceed 0.95 percent. The Resident 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 SO 3 requirements , as descr ibed in footnoted of Table 1 of AASHTO M 85, quarterly to the Department’s Materials 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 a lkalis do not exceed 0.95 percent. The Resident 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 tricalciu m aluminate (C 3A) content does not exceed 15 percent. Record the amount of blended hydraulic cement retained on the No. 325 [45 µm] sieve in accordance with AASHTO T 192. Use the air permeability method in accordance with AASHTO T 153 to determine and rec ord the fineness on mill test reports. Test silicon dioxide (SiO 2), aluminum oxide (Al 2O3), 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 701.01.B, “Cement Substitution.”
701.02 Portland Cement Concrete
620 Supply supporting data for cement provided under optimum SO 3 requirements as described in footnote b of Table 1 of AASHTO M 240 quarterly to the Department’s Materials 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 Resident Engineer may waive this limit on a per project basis if the propo sed 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 (C 3A) content does not exceed 15 percent. Record the amount of hydraulic cement retained on the No. 325 [45 µm] 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 cement substitutions that do not exceed the limits in Subsection 701.01.B, “Cement Substitution.” The Department’s Materials Engineer may limit substitutes in cement production by type and percent age.
4.Rapid Setting Cement Provide rapid setting cement in accordance with Table 701:5: Table 701:5 Rapid Setting Cement Properties Material or Property Cement a, % Calcium sulfoaluminate (C 4A3S) 33 Dicalcium silicate (C 2S) 67 Tricalcium aluminate (C3A) <5 a Approximate percentages by weight [mass] PORTLAND CEMENT CONCRETE 701.03 621 B. General Construction Requirements Table 701:6 specifies the cement for each application. Use these cement types as shown on the Plans. Table 701:6 Cement Properties Cement Type Use I, II, V, GU, IP(XX), IS(XX), IL(XX) General construction I, II, III, HE, GU, IP(XX), IL(XX) High early strength II, V, MS, HS Sulfate mitigation IV, MH, LH Low heat of hydration If required by the Contract, provide white portland cement in accordance with the requirements for Type I cement. Use the product from one mill for one hydraulic cement brand and type on structures. Provide a storage unit that protects the cement against dampness. The Resident Engineer will reject partially set cement or cement with c aked lumps. The Department will not allow salvaged cement. Ensure the cement manufacturer identifies the types and amounts of cement substitutions on each shipping ticket. Ensure a qualified domestic manufacturer performs the tests. Reimburse the Depart ment for inspection expenses incurred outside the United States and additional expenses incurred by the use of foreign cement. Use sampling and test methods in accordance with AASHTO M 85, AASHTO M 240, or ASTM C 1157 except as modified by the Department’s acceptance policy, “Approval Procedure for Hydraulic Cement.” The procedure is available on the ODOT web page.
701.03 Admixtures
This subsection does not cover specifications for fly ash, slag cement , or silica fume. Use admixtures included in the appro ved mix design. The Department will not allow using admixtures to replace cement or using admixtures containing more than 10,000 ppm of chloride in prestressed or reinforced concrete. Provide admixtures in accordance with the following: Accurately measur e 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 wa ter 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 adm ixtures are compatible when used in combination.
701.03 Portland Cement Concrete
622 A. Air Entraining Admixtures Provide air entraining admixtures in accordance with AASHTO M 154. The Department 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 en training 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) in a ready mix truck at the jobsite followed by a minim um 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 supplie d. 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 701.01, “Mix Design and Proportioning,” before adding the admixture.
C.Corrosion -Inhibiting Admixtures If required by the Contract, provide corrosion -inhibiting admixtures that have the characteristics specified in Table 701:7 when tested in accordance with AASHTO M 194. Table 701:7 Physical Requirements for Corrosion -Inhibiting Admixture Characteristic Value Calcium nitrite content, percent by weight [mass] 30±2 Time of setting, allowable deviation from control: Initial −1 hr/+3.5 hr Final −1 hr/+3.5 hr Strength, minimum percent of the control (any time): Compressive 90 Flexural 90 Length change, maximum shrinkage, percent of the control 135 Relative Durability Factor, minimum 80 Ensure the corrosion inhibitor -protected specimens have an average corrosion current less than 2 µA when tested in accordance with ASTM G 109. Run the test for three cycles in accordance with Section 8, “Period of Testing,” after the control specimens fail. PORTLAND CEMENT CONCRETE 701.04 623 Ensure the protection potent ials (Ep) are greater than −280 mV versus SCE when tested in accordance with ASTM G 61. Modify the test medium to contain a 12.5 pH calcium hydroxide (Ca (OH) 2) solution and sodium chloride (NaCl) content equal to approximately 5 lb/yd³ [3 kg/m³] of concr ete. After 5 years of testing, ensure the corrosion inhibitor -protected test specimens have a corrosion current in micro amps of less than 10 percent of the control when tested in accordance with ASTM G 109. Make concrete test specimens with at least 1 in [25 mm] of cover over the reinforcement and ensure a maximum water to cement ratio of 0.40. Provide concrete containing 4.0 gal/yd³ [19.8 L/m³] of corrosion inhibiting admixture unless otherwise required by the Contract. Account for possible set accelera tion effects from calcium nitrite based admixture. The Department will allow the use of set -retarding admixtures to counter the acceleration effects.
D.Latex Emulsion Admixtures Provide a water based, homogenous, nontoxic, film forming, polymeric emulsio n formulated latex admixture to which all stabilizers were added at the point of manufacture. Provide the latex modifier in accordance with Table 701:8. Table 701:8 Latex Modifier Properties — Polymer Type Styrene Butadiene Stabilizers
1.Latex Nonionic surfactant
2.Portland cement composition Poly -dimethyl siloxane Percent solids 46.0 – 49.0 Mass per unit volume, lb/gal [kg/L] at 77°F [25°C] 8.4 [1.007] Color White Store latex admixture in suitable enclosures and completely cover with insulating blankets to protect from freezing and exposure to temperatures greater than 85°F [29°C]. The Department will not allow storage of latex admixture containers at the project site for more than 10 days.
701.04 Water
Provide water in accordance with AASHTO M 157, except as modified by the following: The Resident 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 wi th AASHTO M 157 and Table 701:9, “Chemical Limits for Mix Water,” before use, if using water from another source. The Department will allow a blend of concrete wash water and other water sources as mix water if the concrete p roducer submits certification that the water meets the requirements of AASHTO M 157, Table 701:9, “Chemical Limits for Mix Water,” and Table 701:10, “Acceptance Criteria for Questionable Water Supplies.” Test the blended wat er weekly for 4 weeks, or provide previous test reports. Test
701.05 Por Tland Cement Concrete
624 blended water monthly for compliance. Provide water test results when requested by the Resident Engineer. Table 701:9 Chemical Limits for Mix Water Contaminant Test Method Maximum Concentration, ppm Chloride (Cl) ASTM D 512 Prestressed concrete — 500 Bridge decks and superstructure — 500 All other concrete — 1,000 Sulfate (SO 4) ASTM D 516 1,000 Alkalis (NA 2O + 0.658K 2O) ASTM D 4191 and ASTM D 4192 600 Total solids AASHTO T 26 50,000 Table 701:10 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
701.05 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 701.05.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: PORTLAND CEMENT CONCRETE 701.05 625 Mix the two materials under controlled conditions and stockpile as a finished a ggregate. 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 701.05.C, “Gradation.” Ensure the fine aggregate blend has an acid insoluble residue of at least 60 percent by weight when tested in accordance with 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 the Materials Division’s “Approved Products List,” for use in hydraulic cement concrete. Fine Aggregate used in Section 701.19, “Controlled Low Strength Material ,” may be made from 100% manufactured sand meeting all other requirements of this Section.
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 701:11. Table 701:11 Fine Aggregate Gradation Sieve Size Percent Passing ⅜ in [9.5 mm] 100 No. 4 [4.75 mm] 95 – 100 No. 8 [2.36 mm] 80 – 100 No. 16 [1.18 mm] 50 – 85 No. 30 [600 µm] 25 – 60 No. 50 [300 µm] 5 – 30 No. 100 [150 µm] 0 – 10 No. 200 [75 µm] 0.0 – 3.0
701.06 Portland Cement Concrete
626 The gradation requirements specified in Table 701:11 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 Resident Engineer and maintained by his office. The Resident 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 [150 µm], No. 50 [300 µm], No. 30 [600 µm], No. 16 [1.18 mm], No. 8 [2.36 mm], No. 4 [4.75 mm], and ⅜ in [9.5 mm].
701.06 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 Resident 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 dura bility 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 whe n tested in accordance with AASHTO T 96. The Resident Engineer will not apply the sodium sulfate soundness requirement. Ensure that at least 70 percent of the course aggregate retained on the No. 4 [4.75 mm] sieve is crushed stone or mechanically crushed g ravel 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 701:12. PORTLAND CEMENT CONCRETE 701.07 627 Table 701:12 Coarse Aggregate Gradation Sieve Size Percent Passing per Processed Aggregate Size Number 357 57 67 7 8 2½ in [63 mm] 100 — — — — 2 in [50 mm] 95 – 100 — — — — 1½ in [37.5 mm] — 100 — — — 1 in [25 mm] 35 – 70 95 – 100 100 — — ¾ in [19 mm] — — 90 – 100 100 — ½ in [12.5 mm] 10 – 30 25 – 60 — 90 – 100 100 ⅜ in [9.5 mm] — — 20 – 55 40 – 70 85 – 100 No. 4 [4.75 mm] 0 – 5 0 – 10 0 – 10 0 – 15 10 – 30 No. 8 [2.36 mm] — 0 – 5 0 – 5 0 – 5 0 – 10 No. 16 [1.18 mm] — — — — 0 – 5 No. 200 [75 µm] 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 Resident 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 [41.4 MPa] or the Contract requires permeability limits.
701.07 Curing Agents
Provide concrete curing agents consisting of the following: Burlap, Cotton mats, White or red -pigmented membrane curing compound, Waterproof paper, Polyethylene film, Linseed oil emulsi on, or Water for ponding. Keep the curing agents free of material that may damage the concrete surface.
701.07 Portland Cement Concrete
628 A. Burlap Provide Class 3 burlap cloth in accordance with AASHTO M 182. Provide new burlap free of starch, filler, or other substances added during th e manufacturing process. If the burlap contains these substances, wash it by repeatedly rinsing in clear water. Alternatively, the Department will allow old burlap if its only previous use was for curing concrete. The Department will not allow the use o f worn burlap or burlap with holes. Provide burlap that is at least 2 ft [600 mm] longer than the width of the concrete to be covered.
B.Cotton Mats Provide new cotton mats, or used cotton mats, used only for curing concrete. The Department will not all ow the use of worn cotton mats or cotton mats with holes.
C.Liquid Membrane Curing Compounds Provide liquid membrane curing compounds in accordance with ASTM C309, Type 2 or Type 1-D, 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. Color Type 1-D compound with a red fugitive dye so inspection indicates complete coverage. Ensure the color remains for at least 4 hr and then gradually disappears. Ensure the curing compound has at least 90 percent water retention when tested in accordance with OHD L-17.
D.Sheet Materials Provide sheet materials in accordance with ASTM C171. The Resident Engineer may appro ve a sheet material type not specified in ASTM C171 if it meets all other requirements of ASTM C171. Cut the sheet material into sheets wide enough that they completely cover the exposed concrete surface. Provide a lap joint of at least 2 ft [650 mm], if it is necessary to have joints in the sheets. The Department will not allow the use of sheet sections that have lost their moisture -retaining qualities.
E.Linseed Oil Emulsion Provide linseed oil emulsion in accordance with AASHTO M 233: Ensure the emul sion is stable at the time of application. Color the linseed oil emulsion with a red fugitive dye to indicate complete coverage for inspection. Ensure the color remains for at least 4 hr and then gradually disappears within 2 weeks. Ensure the curing comp ound has at least 90 percent water retention at a coverage rate of 175 ft²/gal [4.3 m²/L] and tested in accordance with OHD L-17. Store and transport linseed oil emulsion in plastic containers marked with the manufacturer’s name, contents, lot number, and date of manufacture. PORTLAND CEMENT CONCRETE 701.08 629 F. Water for Ponding and Material for Dikes Provide water for ponding in accordance with Subsection 701.04, “Water.” Construct dikes from a combination of loam, sand, or clay. Ensure dikes are fre e of rocks, sticks , or objects that may prevent a watertight dike.
701.08 Joint Fillers and Se Alants
This subsection covers the requirements for joint fillers and sealants for PCC.
A.Preformed Expansion Joint Filler for Concrete (Bituminous Type) Provide preformed expansion joint filler in accordance with AASHTO M 33. The Department will not allow this type of expansion joint filler if the Contract requires a sealant.
B.Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction
1.Non -bituminous Joint Filler Provide non -bituminous joint filler in accordance with AASHTO M 153.
2.Bituminous Joint Filler (Non -extruding and Resilient Bituminous Types) Provide bituminous joint filler in accordance with AASHTO M 213, except the maximum allowable load to compress the test specimen to 50 percent thickness before testing is 1,500 psi [10.34 MPa]. The Resident Engineer will waive compliance with the asphalt content requirement if the material meets all other specified physical requirements .
C.Preformed Elastomeric Compression Joint Sealant This subsection covers preformed elastomeric compression joint sealants for PCC pavements and concrete bridge floors.
1.Preformed Joint Seals Provide joint seals manufactured from an elastomeric material that is resistant to heat, oil, jet fuel, and ozone. Ensure the material is compatible with concrete and is in accordance with ASTM D2628.
2.Shape and Dimensions Make the molded joint seals to the cross -sectional dimensions, lengths, and tolera nces as shown on the Plans. Place the sealant in one piece for the full length of transverse joint and in practical lengths to suit field conditions for longitudinal joints.
3.Inspection The Resident Engineer will inspect the surface and dimensions of r epresentative sections of each lot to determine visual compliance. Replace preformed elastomeric compression joint sealant that elongates more than 2 percent during placement, at no additional cost to the Department.
4.Lubrication Adhesive Provide lubri cant adhesive, if necessary, that maintains consistency at the installation temperature and is compatible with the sealant and concrete. Ensure the lubricant remains
701.08 Portland Cement Concrete
630 unaffected by the normal moisture in the concrete. Ensure the lubricant adhesive consist s of the same base polymer as the sealant, blended with a volatile solvent.
D.Hot Poured Joint Sealant Provide hot poured joint sealants that readily bond to concrete surfaces.
1.Sealant Provide joint sealants in accordance with ASTM D6690, Type II or T ype III. Heat the sealant material to the manufacturer recommended temperature range.
2.Backer Rod Use a backer rod of the size and dimensions required by the Contract if indicated. Provide a backer rod that is compatible with the joint sealant and is in accordance with ASTM D 5249.
E.Low Modulus Silicone Joint Sealant (Non -Sag) This subsection covers non -sag, low modulus silicone joint sealants and expanded polyethylene backer rod for sealing PCC pavement joints. Provide silicone sealant in a one -part silicone formulation. The Department will not allow acetic acid cure sealants.
1.Silicone Sealant Provide a silicone sealant in accordance with ASTM D 5893, Type NS.
2.Backer Rod Provide a backer rod that is compatible with the joint sealant and doe s not bond or react with the sealant. Provide a backer rod in accordance with ASTM D 5249.
F.Low Modulus Silicone Joint Sealant (Self -Leveling) This subsection covers self -leveling, low modulus silicone joint sealants and polyethylene backer rod for seal ing PCC pavement joints, PCC to asphalt concrete pavement joints, or both. Provide self-leveling silicone sealant in a one -part silicone formulation. The Department will not allow acetic acid cure sealants.
1.Silicone Sealant Provide a silicone sealant in accordance with ASTM D 5893, Type SL.
2.Backer Rod Provide a backer rod that is compatible with the joint sealant and does not bond or react with the sealant. Provide a backer rod in accordance with ASTM D 5249.
G.Rapid Cure Joint Sealant and Elast omeric Mortar This subsection covers rapid cure joint sealant and elastomeric mortar for expansion joints in bridge decks. PORTLAND CEMENT CONCRETE 701.08 631 (1) Joint Sealant Provide self -leveling, rapid cure silicone joint sealant that cures to a low modulus rubber when exposed to atmospheric moisture. The Department defines rapid cure as the development of integrity within the silicone in no more than 8 hr, to accommodate highway traffic and bridge movements. Deliver sealing compound to the job site in the manufacturer’s original sealed container. Ensure each container is marked with the manufacturer’s name, batch or lot number, and has the manufacturer’s certification. Ensure petroleu m is not deleterious to the sealant. Provide joint sealant in accordance with Table 701:13 . Table 701:13 Joint Sealant Characteristics Test Characteristic Limit Test Method As supplied: Extrusion rate ≥200 g/min MIL S 8802 Specific gravity 1.25 – 1.35 ASTM D 1475 As installed at 77°F [25°C] and 46 – 54% relative humidity: Accelerated weathering, 5,000 hr No cracks, blisters, or bond loss ASTM C 793 Skin-over time ≤20 min OHD L-3 Non -volatile content ≥93% OHD L-4 Joint elongation ≥600% ASTM D 3583 -85 Joint modulus at 100% 3 psi – 12 psi ASTM D 3583 -85a [20.7 kPa – 82.7 kPa] a Modify Section 14 of ASTM D 3583 -85 as follows: Clean six 1 in × 1 in × 3 in [25.4 mm × 25.4 mm × 76.2 mm] concrete blocks. Hold them under running tap water and scrub with a brush for 30 sec. Allow blocks to dry for 24 hr at room temperature. Assemble blocks with 1 in × 3 in [25.4 mm × 76.2 mm] surfaces facing with ½ in × ½ in × 1 in [12.7 mm × 1 2.7 mm × 25.4 mm] Teflon spacers. Use clamps to hold blocks in place. Insert backer rod, closed cell, ½ in diameter by 2 in [12.7 mm diameter by 50.8 mm]; do not touch the surface with fingers. Inject sealant to fill the cavity, with no air entrapment. Allow the sealant to flow to a smooth surface. Do not strike off. Allow to cure at 77°F [25°C] and from 46 to 54 percent relative humidity. Cure for 160 hr, remove clamp and Teflon spacers, and pull the test specimens at 2 in/min [50.8 mm/min].
2.Elastomeric Mortar Provide binder material consisting of a two -component, rapid curing, liquid polymer that cures to a dense, semi -flexible polymer. Ensure the final product is resistant to chemicals, weather, abrasion, and impact. Provide binder material that the sealant manufacturer determines compatible with the sealant. Cure the binder in the “neat” to form the primer between t he elastomeric mortar and the existing surfaces. Mix the binder with aggregate to form the polymer
701.08 Portland Cement Concrete
632 based mortar. Provide aggregate for the elastomeric mortar that the manufacturer determines compatible with the liquid polymer binder material. Ensure the binder material properties are in accordance with Table 701:14. Provide elastic mortar that has the properties specified in Table 701:15. Table 701:14 Combined Liquid Components Property Limit Test Method Viscosity, 75°F ±2°F [23.9°C ±1.1°C] (Brookfield Model LVT) (Spindle No. 2, 30 RPM) 0.9 – 2.0 ASTM D 2393 Gel time 25 min – 60 min AASHTO M 200 Elongation (Epoxy) 40 – 55% ASTM D 638 a Elongation (Polyurethane) 100% min. ASTM D 638 a Tensile strength ≥900 psi [6.21 MPa] ASTM D 638 a Shore D Hardness, 45 – 75 ASTM D 2240 7 day cure at 77°F [25°C] a Test Method Type 1, Molded Specimens, ¼ in [6.4 mm] thickness; speed of testing shall be 0.2 in ±0.05 in [5.1 mm ±1.3 mm]. 701.08 Table 701:15 Elastic Mortar Properties Property Limit Test Method Absorption ≤1.0% ASTM D 570 Compressive strength, 24 hr Method B ≥2,500 psi [17.24 MPa] ASTM C 579 Bond shear strength ≥750 psi [5.17 MPa] ASTM C 882 Abrasion Resistance Wear Index Taber H -22 ≤1.5 ASTM C 501 Compressive stress ≥350 psi [2.41 MPa] OHD L-6 Resilience ≥70% OHD L-6 Thermal compatibility Pass ASTM C 884
3.General Use Procedure Consult the manufacturer before modifying the elastomeric mortar for recommended mixing and application times. PORTLAND CEMENT CONCRETE 701.08 633 (4) Backer Rod Provide a backer rod in accordance with ASTM D 5249.
5.Primer Apply the primer in accordance with the manufacturer’s recommendations before installing the sealant.
6.Alternative Joint Products The Department's Bridge Engineer may consider alternative sealants and elastomeric mortar systems as equals to the expansion joint system above if they successfully complete a 3 year trial installation and evaluation in Oklahoma.
H.Construction Joint and Expansion Joint Sealers
1.Joint Sealants Made of Preformed Silicone Bonded with Adhesive for Inverted “V” Joints Provide sealant glands made with carbon black fillers meeting the material properties of Table 701:16A for preformed silicone. Provide a non -sag, high modulus silicone adhesive meeting the material properties in accordance with Table 701:16B . Provide a letter from a 3rd party ag ency stating that the joint system was tested and passed the New York DOT test for cyclic loading. Note whether the joint was tested in an armed and armorless joint configuration. The cyclic test requires 200 cycles from maximum opening to maximum closur e on a 45 degree skew at room temperature and at -20°F. Sealants with alternate materials will be considered provided the sealant passes the cyclic test noted above.
2.Joint Sealants for Preformed Silicone Foam Joints Provide sealant with impregnated ce llular foam with silicone in accordance with Tables 701:16C and 701:16D.
3.Joint Sealants for SEJ and Modular Joints Provide sealant glands meeting the material properties of Table 701:16A for neoprene (polychloroprene). Provide a lubricant adhesive to bond the polychloroprene seal to the steel shapes that is one part moisture curing polyurethane and hydrocarbon solvent mixture meeting the requirements of AS TM D 4070. For modular joints, provide 100% virgin Teflon (PTFE), woven PTFE fabric, or dimpled PTFE conforming to the requirements of Section 18.8 , AASHTO LRFD Bridge Construction Specifications, most recent edition including interim specifications .
4.Armored Steel Receptors
a.Structural Steel Provide all structural steel conforming to the requirements of AASHTO M 270 (ASTM A709), Grade 50W or AASHTO M 222 (ASTM A588). Do not use aluminum components. Provide Charpy V -Notch testing for structural s teel that is used to fabricate the following main components: edge beams, center beams and support bars. Perform the CVN testing on the H (heat, i.e. one test per each heat from which these three major joint components are fabricated) basis at a 7 0̊F test ing temperature. The
701.08 Portland Cement Conc Rete
634 minimum average energy is 20 ft -lbs. Ensure that weathering steel is used for all other components of the joint system, unless noted. Provide parapet and median barrier overlapping plates meeting ASTM A588 or ASTM A572. Galvanize t he structural steel in accordance with AASHTO M 111 (ASTM A123).
b.Stainless Steel Provide ASTM A240, Type 304, with 2B finish. Provide SS flat headed bolts into concrete inserts - Type 304 or other approved alloy. Provide Anti -Seize Lubricant. Submit product literature to the Resident Engineer for approval prior to use.
c.Headed Studs Provide headed studs meeting the requirements of ASTM A108 (uncoated).
d.Hardware (Bolts, Nuts, Washers) Provide hardware conforming to the following requirements: Bolts – ASTM F3125/F3125M, Type 3 Nuts - ASTM A563/A563M, Type C3 Hardened Washers – ASTM F436/F436M, Type 3 Galvanized in accordance with ASTM B695
5.Joint Sealant Material Properties
a.Sealant Properties for Preformed Silicone , Inverted “V” and Neoprene SEJ & Modular Seals Table 701:16A Physical Properties of Joint Sealants Property Test Method Value Preformed Silicone Neoprene (Polychloroprene) Inverted “V” SEJ & Modular Durometer (Shore A) ASTM D 2240 55 ± 5 50 - 70 Tensile Strength, min. ASTM D 412 1,000 psi [7 Mpa] 2,000 psi Elongation, min. ASTM D 412 400% 250% Tear (die B), min. ASTM D 624 100 lbf/in [17 kN/M] None Compression set at 212̊F [100̊C], 70 hrs, max ASTM D 395 30% 40% Heat Aged Properties, max loss on durometer ASTM D 573 5 pt 0 to +10 pt Tensile and Elongation, max ASTM D 573 10% 20% PORTLAND CEMENT CONCRETE 701.08 635 Table 701:16A Physical Properties of Joint Sealants Property Test Method Value Preformed Silicone Neoprene (Polychloroprene) Inverted “V” SEJ & Modular loss Color Visual Black or Gray None Oil Swell, ASTM Oil #3, 70 hrs @ 212°F Weight change, max, % ASTM D 471 None 45 Ozone Resistance, 20% Strain 300 pphm in air 70 hours @ 104°F(40°C) ASTM D 1149 None No cracks modified Low Temperature Stiffening D 2240 None 0 to +15
b.Adhesive for Preformed Silicone Inverted “V” Joints Table 701:16B Physical Properties for the Silicone Locking Adhesive Property Test Method Typical Value Tensile Strength, min. ASTM D 412 200 psi [1.38 MPa] Elongation, min. ASTM D 412 450% Tack Free Time, max ASTM C 679 20 minutes Cure Time 1/4" bead, max ASTM C 679 24 hrs Resistance to UV ASTM C 793 No cracking, chalking, or degradation VOC ASTM D 3960 0 lb/gal [g/L]
c.Foam for Preformed Silicone Foam Joints Table 701:16C Physical Properties for Preformed Silicone Foam Joints - Foam Property Test Method Typical Value Temperature Service Range High 185o F [85o C] Low -40o F [-40o C] ASTM C711 UV Resistance No Changes – 2000 Hours ASTM G155 Resistance to Aging No Changes – 2000 Hours ASTM G155
701.10 Portland Cement Concrete
636 (d) Silicone for Preformed Silicone Foam Joints Table 701:16D Physical Properties for Preformed Silicone Foam Joints - Silicone Property Test Method Typical Value Elongation % >1,400 ASTM D412 Stress @ 150% elongation 22 (psi) [152 kPa] ASTM D412 Resilience % >95 ASTM D5329 Joint Movement Capability +100/ -50%; 10 cycles Pass ASTM C719
701.10 High Density Concret E for Bridge Deck Repair and Overlay
This subsection covers the material requirements for high density concrete (HDC) for bridge deck repairs and overlays. Prepare and submit mix designs in accordance with Subsection 701. 01.C, “Proportioning.”
A.Aggregate Provide fine aggregate in accordance with Subsection 701.05, “Fine Aggregate,” except for the gradation requirements. Provide coarse aggregate in accordance with Subsection 701.06, "Coarse Aggregate," except for the gradation requirements. Ensure coarse aggregate does not have an absorption greater than 3 percent by mass. Provide combined aggregate in accordance with Table 701:16. Table 701:16 Combined Aggregate Gradation Sieve Size Percent Passing ¾ in [19.0 mm] 100 ½ in [12.5 mm] 75 – 90 ⅜ in [9.5 mm] 62 – 80 No. 4 [4.75 mm] 38 – 54 No. 16 [1.18 mm] 16 – 32 No. 30 [600 µm] 10 – 20 No. 50 [300 µm] 4 – 12 No. 100 [150 µm] 2 – 8 No. 200 [75 µm] 0 – 4 PORTLAND CEMENT CONCRETE 701.11 637 B. Concrete Provide concrete in accordance with Table 701:17. Table 701:17 Concrete Properties Concrete Class Minimum Cement Content, lb/y³ [kg/m³] Air Content a, % Maximum Water/Cement Ratio b, lb/lb [kg/kg] Slump c, in [mm] Minimum Compressive Strength at Road Opening d, psi [MPa] HDC 825 [490] 6.5 ±1.0 0.35 ½ – 1 [12 – 25] 4,000 [27.6] a Test air content in accordance with AASHTO T 152 or AASHTO T 196. b Using the weight of each material, calculate the water to cement ratio (W/C) by the following equation: W/C = Water/ (Cement + Cement Substitutes) Determine the water actually used by adding the water measured into the batch, the free water on wet aggregate, admixtures, and subtracting water absorbed by dry aggregate. c Test slump in accordance with AASHTO T 119. Ensure the slump reflects a workability appropriate for the application. d Compressive strength is based on the aver age of three test cylinders tested in accordance with AASHTO T 22. Refer to the contract for Class P concrete compressive strengths. Use cement in accordance with Subsection 701.02.A(1), “Portland Cement,” Subsection 701.02.A(2), “Blended Hydraulic Cement,” or Subsection 701.02.A(3), “Hydraulic Cement.” The Department will allow the use of water -reducing admixture in accordance with Subsection 701.03, “Admixtures.”
C.Grout Provide grout for bonding HDC to existing concrete that consists of equal parts of cement and fine aggregate by weight [mass]. Mix the cem ent and aggregate with enough water to form a stiff slurry. Ensure the slurry has a consistency that allows for application with a stiff brush or broom in a thin, even coat that will not run or puddle. Thin the grout to a paint -consistency to seal vertic al joints around repairs, between adjacent lanes, and at curbs.
701.11 Latex Modified Concr Ete for Bridge Deck Overlays
This subsection covers the material requirements for latex modified concrete (LMC) for bridge deck repairs and overlays. Prepare and su bmit mix designs in accordance with Subsection 701.01.C, “Proportioning.” Use cement in accordance with Subsection 701.02.A(1), “Portland Cement,” Subsection 701.02.A(2), “Blended Hydraulic Cement,” or Subsection 701.02.A(3), “Hydraulic Cement.”
701.11 Portland Cement Concrete
638 A. Aggregate Provide fine aggregate in accordance with Subsection 701.05, “Fine Aggregate,” except for the gradation requirements. Provide coarse aggregate in accordance with Subsection 701.06, “Coarse Aggregate,” except for the gradation requirements. Ensure the coarse aggregate doe s not have an absorption greater than 3 percent by weight [mass]. Provide combined aggregate in accordance with Table 701:18. Table 701:18 Combined Aggregate Gradation Sieve Size Percent Passing ¾ in [19.0 mm] 100 ½ in [12.5 mm] 68 – 83 ⅜ in [9.5 mm] 56 – 70 No. 4 [4.75 mm] 36 – 46 No. 16 [1.18 mm] 12 – 24 No. 30 [600 µm] 7 – 17 No. 50 [300 µm] 4 – 12 No. 100 [150 µm] 2 – 8 No. 200 [75 µm] 0 – 4.0
B.Latex Emulsion Admixture Provide latex emulsion admixtures in accordance with Subsection 701.03.D, “Latex Emulsion Admixtures.”
C.Latex Modified Concrete Provide latex modified concrete for overlay that contains 3.5 gal [13.25 L] of Latex Emulsion Admixture per bag of cement and is workable with the properties specified in Table 701:19. PORTLAND CEMENT CO NCRETE 701.12 639 Table 701:19 Latex Modified Concrete Properties Concrete Class Minimum Cement Content, lb/y³ [kg/m³] Air Content a, % Maximum Water/Cement Ratio b, lb/lb [kg/kg] Slump c, in [mm] Minimum Compressive Strength at Road Opening d, psi [MPa] LMC 611 [363] 3.0 – 6.0 0.4 4 – 6 4,000 [27.6] [100 – 150] a Test air content in accordance with AASHTO T 152 or AASHTO T 196. b Using the weight of each material, calculate the water to cement ratio (W/C) by the following equation: W/C = Water/ (Cement + Cement Substitutes) Determine the water actually used by adding the water measured into the batch, the free water on wet aggregate, water in admixtures and subtracting the water absorbed by dry aggregate. c Test slump in accordance with AASHTO T 119. Ensure the slump reflects a workability appropriate for the application. After sampling discharged material, delay t he slump test from 4 min to 4½ min. d Base the compressive strength on the average of three test cylinders tested in accordance with AASHTO T 22. Refer to the Contract for Class P concrete compressive strengths.
701.12 Penetrating Water Re Pellent for Treatment of Con Crete Surfaces
This subsection covers the material requirements for penetrating water repellents for concrete surfaces.
A.General Provide penetrating water repellent treatment solution consisting of an organosilicon compound dissolved in a solvent carrier. Provide a solvent carrier that produces a hydrophobic surface covalently bonded to the concrete when applied. Provide one of the following organosilicon compounds: Alkyl -alkoxysilane, Oligomerous alkyl -alkoxysiloxane. Ensure the solvent leaves no greater than 1 percent residue by weight [mass] when evaporated. Provide a penetrating water -repellant treatment solution that does not permanently stain, discolor, or darken the concrete. Ensure the solution does not alter the surface texture, form a coating on concrete surfaces, and is compatible with the special surface finish texture coatings specified in Subsection 509.04.G, “Finishing Formed Concrete Surfaces.” Ensure the treated concrete sur face dries within 30 min of application.
701.13 Portland Cement Concrete
640 Tint the penetrating water repellent treatment solution with a fugitive dye to make the solution visible on the treated concrete surface for at least 4 hr. Ensure the dye is not conspicuous longer than 7 days after application when exposed to direct sunlight.
B.Testing If applying a penetrating water repellant treatment solution to a bridge deck or approach slab, test cores in accordance with Table 701:20. Table 701:20 Core Sample Specifications for Water Repellan t Treatment Test Method Limit Absorption OHD L-39, 48 hr water immersion ≤1% by weight Penetration OHD L-40 ≥0.15 in [3.8 mm] deep
701.13 Epoxy Resin and Othe R Adhesives for Gene Ral Use With Concret E
This subsection covers epoxy -resin and related bonding systems for PCC.
A.General If the epoxy -resin type, grade, and class are shown on the Plans provide an epoxy meeting those requirements. If the epoxy -resin system is not specified, provide the appropriate type, with the approval of the Resident E ngineer, for the intended purpose as follows: Type A. An epoxy -resin for bonding hardened concrete to hardened concrete. Type B. An epoxy -resin for bonding fresh concrete to hardened concrete. Type C. An epoxy -resin for bonding traffic markers to hardened concrete and asphalt concrete. Type D. A fluid epoxy for crack injection in old structures repair. Type E. An epoxy for repairing spalled areas on vertical concrete structures without forms. Type F. An epoxy for repairing spalled areas on concrete structur es with forms. Type G. An epoxy for filling small holes in concrete. Type H. An epoxy for installing rebar and anchor bolts in hardened concrete except when exposed to suspended or sustained tension loads. Type J. An epoxy for post -tensioning anchorage protection systems. Type K. High Molecular Weight Methacrylate (HMWM): A monomer which, when polymerized, can structurally re -bond cracks and act as a film forming sealant against chloride ions on concrete surfaces. Type L. Epoxy Penetrant: A two part, low viscosity, epoxy resin penetrating sealant that re -bonds cracks and acts as a film forming sealant against chloride ions on concrete surfaces. PORTLAND CEMENT CONCRETE 701.13 641 Type M. An epoxy for sealing cracks before an epoxy bridge deck overlay. Type N. An epoxy or epoxy -urethane for multiple layer polymer concrete bridge deck overlays.
B.Specification Requirements for Epoxy -Resin and Related Bonding Systems
1.Type A Provide Type A epoxy in accordance with AASHTO M 235 for Type IV, Grade 2.
2.Type B Provide Type B epoxy in accorda nce with AASHTO M 235 for Type V, Grade 2.
3.Type C Provide Type C epoxy in accordance with AASHTO M 237 for Type IV.
4.Type D Provide Type D epoxy in accordance with AASHTO M 235 for Type IV Grade 1 with a maximum viscosity of 600 cP [0.6 Pa•s] at 77° F [25°C].
5.Type E Provide Type E epoxy in accordance with AASHTO M 235 for Type IV Grade 3, except with an elongation in tension of at least 10 percent. Mix no greater than 2.25 parts sand to 1 part epoxy by volume. Match to the color of No. 36622 in Federal Standard No. 595.
6.Type F Provide Type F epoxy in accordance with AASHTO M 235 for Type IV Grade 1 or Grade 2 with an elongation in tension of at least 10 percent. Mix no greater than 2.25 parts sand to 1 part epoxy by volume. Match to the col or of No. 36622 in Federal Standard No. 595.
7.Type G Provide Type G epoxy in accordance with AASHTO M 235 for Type II Grade 1, Grade 2, or Grade 3 at hole location as shown on the Plans.
8.Type H Provide Type H epoxy in accordance with AASHTO M 235 fo r Type IV Grade 3.
9.Type J Provide Type J epoxy that will produce a low exothermic reaction and have characteristics for machine base plate applications. Extend the material with the aggregate supplied by the manufacturer. Use all the aggregate suppli ed. Provide factory pre -portioned epoxy compound with aggregate. Deliver epoxy and aggregate in the original containers, labeled with manufacturer’s name, date of manufacture, product identification, and batch numbers. Store, condition, and use the produ ct in accordance with the manufacturer’s recommendations. Provide epoxy grout and aggregate mix for Type J epoxy in accordance with Table 701:21 .
701.13 Portland Cement Concrete
642 Table 701:21 Epoxy Grout and Aggregate Mix Properties Property Test Value Test Method Compressive strength cubes 7 day cure at 77°F [25°C] ≥10,000 psi [68.9 MPa] ASTM C 579B Tensile strength at 7 day ≥2,100 psi [14.5 MPa] ASTM C 307 Flexural strength 7 day cure at 77°F [25°C] ≥3,600 psi [24.8 MPa] ASTM C 580 Modulus of Elasticity 7 day cure at 77°F [25°C] <2,100,000 psi [14.5 GPa] ASTM C 580 Coefficient of thermal expansion from 74°F to 210°F [23°C to 99°C] <20×10−6 in/in/°F [11.1×10−6 mm/mm/°C] ASTM C 531 Peak Exotherm, specimen 12 in × 12 in × 3 in [305 mm × 305 mm × 76 mm] <150°F [66°C] ASTM D 2471 Slant shear at 7 day (bond strength to concrete) >3,000 psi [20.7 MPa] ASTM C 882 Thermal compatibility 5 cycles passed ASTM C 884 Linear shrinkage at 7 day ≤0.025% ASTM C 531 Flowability and bearing area 90% Contact area ASTM C 1339 Gel time, specimen 12 in × 12 in × 3 in [305 mm × 305 mm × 76 mm] <4 hr ASTM D 2471
10.Type K — Monomer Materials for HMWM Provide a low viscosity, low odor, HMWM monomer system in accordance with Table 701:22. Ensure standard Methyl Methacrylate (MMA) resins are not used due to volatility. Provide a compatible promoter/initiator system that has a deck surface cure time from 40 min to 6 hr at the surface application temperature. F ormulate the promoter/initiator system to allow for adjustment of the gel time to compensate for the temperature changes during treatment application. Submit to the Resident Engineer a table showing correct promoter and initiator proportions to be added t o the monomer to achieve the cure time requirements based on the surface temperature. Ship materials within 6 months of the date of manufacture. The Resident Engineer will accept two component materials if the material requirements of Table 701:22 are me t. Table 701:22 HMWM Properties Property Requirement ASTM Test Method Viscosity (Brookfield) a 10 cP – 25 cP D 1824 Density (Pensky Martens CC), at 77°F >8.4 lb/gal D 2849 Flash point >200°F D 93 Vapor pressure, at 77°F <1.0 mm Hg D 323 Shelf life ≥1 year — PORTLAND CEMENT CONCRETE 701.13 643 Table 701:22 HMWM Properties Property Requirement ASTM Test Method Gel time, 100 g mass to a thin film >40 min D 2471 Tensile elongation ≥30% D 638 Cure time at deck temperature: Bulk 40 min – 150 min — Surface 40 min – 360 min — Bond strength >750 psi C 882 Percent volatiles ≤30% D 2369 a Brookfield viscometer, Model RVT with a UL adaptor or Model LVF, No. 1 spindle and UL adaptor at 77°F.
11.Type L - Materials for Epoxy -Resin Supply a two part epoxy -resin in accordance with Table 701:23, "Epoxy -Mixed System Properties." Add a fluo rescent tracer dye to provide evidence of crack penetration. Table 701:23 Epoxy -Mixed System Properties Property Requirement Standard Mixing ratio 1:01 — Viscosity (Brookfield) ≤50 cP ASTM C 881 Bond strength ≥1,500 psi ASTM C 882 (14 day cure) Water adsorption (24 hr) ≤1.0% ASTM D 570 Tensile strength ≥2,500 psi ASTM D 638 (10 mil thickness) Elongation ≥2% ASTM D 638 Gel time in mass at 72°F ≥30 min AASHTO M 235 Percent volatile ≤30% ASTM D 2369
12.Type M — Hairline Cracks and Encapsulating Steel Grid Provide Type M epoxy, as a two component, hybrid polymer system, free of fillers and volatile solvents that can provide a simple volumetric ratio. Formulate Type M epoxy so that it has an extremely low viscosity and surface tensio n, and an affinity for concrete and steel.
701.13 Portland Cement Concrete
644 Mix component A and component B in the appropriate ratio so the cured resin is in accordance with Table 701:24. Table 701:24 Physical Properties of the Cured System Property Value Standard Strength: Compressive (7 days) 5,500 psi – 7,500 psi AASHTO T 106 Tensile 3,000 psi – 4,000 psi ASTM D 638 Tensile elongation 30 – 40% ASTM D 638 Water absorption ≤0.1%wt. ASTM D 570 Shore D Hardness, 77°F [25°C] 65 – 75 ASTM D 2240 Gel time 40 min – 60 min Gel Time Procedure a Adhesion to concrete, percent failure in concrete 100 ASTM C 1583 Surface tension 26 Dynes/cc – 32 Dynes/cc ASTM D 971 Percent solids 100 ASTM D 2369 a Measure a 6 oz [170g] sample of the epoxy into an unwaxed paper cup, in recommended proportions at 77°F [25°C]. Record the time and mix immediately for the specified duration. Pour 3.5 oz. [100 g] of the mixture into a new 6 oz [170g] unwaxed paper cup and place on a wooden surface. Starting 20 min from the recor ded time, probe the mixture every 2 min with a small stick until a small ball forms in the center of the container. Gel Time is the total time from pouring the mix to ball formation. Perform the test in an enclosed area with a temperature of 77 °F ±3.6°F [25°C ±2°C] and a relative humidity of 50 ±5 percent.
13.Type N — Physical Requirements of Epoxy or Epoxy -Urethane Copolymer Overlay System Provide a two component epoxy or epoxy -urethane system in accordance with Table 701:25. Table 701:25 Physical Properties of the Cured System Property Value Standard Compressive strength with aggregate: At 5 hr ≥1,000 psi ASTM C 579 a At 2 days ≥5,000 psi ASTM C 579 a Tensile strength (7 day) 1,800 psi – 5,000 psi ASTM D 638 Elongation (neat)(7 day) 25 – 100% ASTM D 638 PORTLAND CEMENT CONCRETE 701.14 645 Table 701:25 Physical Properties of the Cured System Property Value Standard Absorption (neat) (1 day) ≤1.0% ASTM D 570 Shore D Hardness, 77°F [25°C] ≥60 ASTM D 2240 Gel time 15 min – 45 min ASTM C 881 Adhesion to concrete, percent failure in concrete 100 ASTM C 1583 Viscosity 7 P – 70 P Brookfield RVT, spindle No. 3 at 20 rpm. Thermal compatibility No delamination of overlay ASTM C 884 a Modified with plastic inserts.
701.14 White Concrete
This subsection covers the requirements for providing white PCC for median barriers specified in Section 627, “Concrete Longitudinal Barrier.”
A.Materials If white PCC is shown on the Plans, use the following requirements to supplement the general provision for PCC.
1.Cement Provide white portland cement in accordance with AASHTO M 85 for Type 1 portland cement. Ensure the portland cement contains no more than 0.50 percent of ferric oxide (Fe2O3) by mass.
2.Fine Aggregate Provide light colored fine aggregate in accordance with Subsection 701.05, “Fine Aggregate.”
3.Coarse Aggregate Provide light colored coarse aggregate. Use No. 57 or No. 67 coarse aggregate in accordance with Subsection 701.06, “Coarse Aggregate.”
4.Water Use mixing wat er in accordance with Subsection 701.04, “Water,” that is free of impurities that may cause staining.
B.Proportioning Proportion white concrete mixes in accordance with ACI 211.1. For barrier construction, ensure the white concrete mix contains 660 lb/yd³ [392 kg/m³] of white Type 1 cement with an air content of
701.16 Portland Cement Concrete
646 6 percent ±1 percentage point, and a slump of 3 in ±1 in [75 mm ±25 mm]. Ensure a maximum water to cement ratio of 0.53, and a minimum compression strength of 3,000 psi [20.68 MPa] at 28 days.
C.Batching and Mixing Provide clean mixing and batching equipment to prevent white concrete contamination and discoloration. Use cement bins, truck mixer drums, and weigh hoppers that are free of loose, gray portland ce ment.
D.Surface Finish Use form oil that will not stain the surface to construct white concrete median barriers in metal forms. Treat the surface with a penetrating water repellent solution at the rate recommended by the manufacturer in accordance with Section 515, “Penetrating Water Repellent Treatment.”
E.Acceptance Ensure the white concrete barrier or parapet is at least as white as 10Y91 in accordance with the Munsell Book of Color . Before white concrete barrier or parapet production, submit to the Resident Engineer a 1 ft² [0.09 m²] test panel of material for the construction. Use the test panel as a standard as approved by the Resident Engineer.
701.15 Fiber Reinforcement for Pcc
A.General Requirements This subsection c overs fiber reinforcement added to PCC. Provide polypropylene fibers or steel fibers in accordance with the Subsection 701.15.A(1) and Subsection 701.15.A(2).
1.Polypropyl ene 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.
2.Steel Fibe rs Use steel fiber in accordance with ASTM A 820, for Type II, cut -sheet steel. Provide steel fibers with an aspect ratio of 30:60 and from 1⅛ in [30 mm] to 2 in [50 mm] long.
B.Application Add the fibers to the PCC at a rate specified by the manufacture r. Mix the concrete to uniformly distribute the fiber.
701.16 Dowel Bar Retrofit M Ortar
Provide a mortar for retrofitting portland cement concrete pavements with dowel bars in accordance with Table 701:26. Combine the mortar mix with an aggregate extender in accordance with Subsection 701.06, “Coarse Aggr egate ,” size No. 8, to form a concrete. PORTLAND CEMENT CONCRETE 701.17 647 Table 701:26 Mortar Properties Property Test Value ASSHTO / ASTM Test Method Compressive strength @ 3 hours without aggregate extender ≥4,000 psi [27.6 MPa] T106 Compressive strength @ 7 days without aggregate extender ≥6,000 psi [41.4 MPa] T106 Compressive strength @ 3 hours with aggregate extender ≥3,000 psi [20.7 MPa] T106 Compressive strength @ 7 days with aggregate extender ≥5,000 psi [34.5 MPa] T106 Freeze -thaw Durability Factor with and without aggregate extender @ 300 cycles ≥90.0% T161, procedure B Bond Strength by Slant Shear with and without aggregate extender @ 7 days ≥3,000 psi [20.7 MPa] C 882 a Linear Shrinkage with and without aggregate extender @ 7 days ≤0.180% C 531 a Referenced from ASTM C 928.
701.17 Temporary Concrete M Ix Design and Propor Tioning
This subsection covers the material for use in the construction of temporary concrete. Temporary concrete is any concrete that is to be installed and removed during the project and will not become part of any permanent structure or pavement. Temporary concrete will be known as Class T concrete.
701.18 Portland Cement Concrete
648 Provide Class T concrete in accordance with Subsection 701.01, “Mix Design and Proportioning, ” Class AP concrete, except for the following: The Department does not require air entrainment or any other concrete admixtures. The Department waives the AASHTO T 161, Procedure A, freeze -thaw testing for all aggregates. The Department waives the fractured face requirement for all aggregates. Ensure aggregate material larger than the No 4 sieve has an AASHTO T 96, Los Angeles Abrasion percent wear of no greater than 60. Provide fine and coarse aggregate s manufactured from virgin rock or stone, reclaimed rock or stone, or recycled crushed concrete. Provide fine and coarse aggregates in accordance with the gradation requirements in Subsection 701.05, “Fine Aggregate,” and Subsection 701.06, “Coarse Aggregate,” or provide combined aggregates in accordance with Table 703:3, “Combined Aggregate Gradation.” Provide all materials used in Class T concrete from sources on the Materials Divisions “Approved Products List” except for the aggregate sources, which are to be approved by the Resident Engineer. Maintain temporary concrete at the no additional cost to the Department.
701.18 Post -Tensioning Grou T
This su bsection covers grouts for protecting post -tensioning steel. The Department differentiates grout applications into horizontal, vertical, and repair. The Department will not allow the use of grouts that contain aluminum powder or components that produce h ydrogen, carbon dioxide, or oxygen gas.
A.Certification Submit to the Resident Engineer a Type A certification for each grout shipment, in accordance with Subsection 106.04, “Materials Certifications,” indicating compl iance with Subsection 701.18.B, “Test Procedures.” Prepackage grouts in moisture proof containers. Label containers with the manufacture date, lot number, shipment date, and mixing instructions.
B.Test Procedures
1.Laboratory Tests Provide grout tested from 65°F to 78°F [18°C to 25°C] in accordance with Table 701:27. Conduct the tests using a grout mix with the minimum efflux time. Adjust the water content to produce the minimum and maximum efflux time. PORTLAND CEMENT CONCRETE 701.18 649 Table 701:27 Grout Properties Property Test Value ASTM Test Method Total chloride ions by weight of cementitious material ≤0.08% C 1152 Fine aggregate passing the No. 50 [300 μm] sieve (if used) 99% C 136 a Hardened height change at 24 hr and 28 days 0.0 – 0.2% C 1090 b Expansion ≤2.0% for up to 3 hr C 940 Wet density: Lab Report maximum and minimum test value in lb/ft³ [kg/L] C 185 Field Report maximum and minimum test value in lb/ft³ [kg/L] C 138 Compressive strength 28 day (average of 3 cubes) ≥7,000 psi [48.3 MPa] C 942 Initial set of grout 3 hr – 12 hr C 953 Time of efflux c: Immediately after mixing 20 sec – 30 sec C 939 9 sec – 20 sec C 939 d 30 min after mixing with remixing for 30 sec ≤30 sec C 939 ≤30 sec C 939 d Bleeding at 3 hr ≤0.0% C 940 e Permeability at 28 days ≤2,500 coulombs at 30 V for 6 hr C 1202 a Modify ASTM C 117 procedure and use a No. 50 sieve. Determine the percent passing after washing the sieve. b Modify ASTM C 1090 to include verification at 24 hr and 28 days. c Adjust flow rates in accordance with the manufacturer’s recommendations. The Department defines the efflux time as the time to fill a 1 L container under the flow cone. d Modify ASTM C 939 procedure by filling the cone to the top instead of to the standard level. e Modify ASTM C 940 in accordance with the wick induced bleed test in Subsection 701.18.B(2), “Laboratory Wick Induced Bleed Test.”
701.18 Portland Cement Concrete
650 (2) Laboratory Wick Induced Bleed Test Modify the ASTM C 940 test method as specified in Table 701:27, “Grout Properties,” in accordance with the wick induced bleed test as follows: Use a 20 in [0.5 m] long wick of seven -wire ½ in [12.7 mm] diameter strand in accordance with ASTM A 416. Before cutting, wrap the strand ends at each end with 2 in [50 mm] wide duct or electrical tape to prevent the wires from splaying. Use acetone or hexane solvent to degrease the strand. With a wire brush, remove surface rust before temperature conditioning. Condition the dry ingredients, mixing water, prestressing strand, and test apparatus overnight from 65°F to 75°F [18°C to 24°C]. Mix the conditioned dry ingredients with the c onditioned mixing water and place 800 mL of the grout into the 1,000 mL graduate cylinder. Measure and record the grout level. Insert the strand into the graduated cylinder. Center and fasten the strand so it is parallel to the cylinder vertical axis. M easure and record the grout level. Store the mixed grout at temperatures from 65°F to 75°F [18°C to 24°C]. Measure the level of the bleed water every 15 min for 1 hr and hourly for the next two readings. Calculate the bleed water at the end of the 3 hr tes t period and the expansion per the ASTM C 940 procedures. Express the bleed water quantity as a percent of the initial grout volume. Record if the bleed water remains above or below the top of the original grout height. Specify if bleed water is absorbe d into the specimen during the test.
3.Simulated Field High Temperature Fluidity Test Perform a conditioned laboratory high temperature grout fluidity test using the mixing and storage tanks of production grouting equipment. Ensure the grouts are in acc ordance with Table 701:27, “Grout Properties.” For the test to be successful, ensure the grout has an efflux time no greater than 30 s at the end of the 1 hr test period. Determine the efflux time using ASTM C 939 or the f ollowing modifications: Before the test, condition the room, grout, water, duct, pump, mixer, and other equipment to 90F [32.2C] for at least 12 hr. Use from 390 ft [119 m] to 410 ft [125 m] of duct for the test. Use duct with an inside diameter of 1 in [25 mm]. Mix the grout to the water content in accordance with Subsection 701.18, “Post -Tensioning Grout.” Pump the grout through the duct until it discharges from the duct outlet end and returns to the pump. Start th e 1 hr test period after the duct is completely full of grout. Record the time to circulate the grout through the duct. Constantly re -circulate the grout into the commercial grout mixer storage tank. Pump and re -circulate the grout for at least 1 hr. Record the pumping pressure at the inlet, grout temperature, and fluidity at the discharge outlet every 15 min during the test period. PORTLAND CEMENT CONCRETE 701.19 651 (4) Accelerated Corrosion Test Method Perform the Accelerated Corrosion Test Method (ACTM) as specified in Appendix B of the Post -Tensioning Institute Specification for Grouting of Post -Tensioning Structures . Report the time to corrosion for the test grout and control sample using a neat grout with a 0.45 water to cement ratio. The Department defines satisfactory grout as gro ut with an average time to corrosion longer than the control sample and a time to corrosion exceeding 1,000 hr.
5.Variation in Testing for Specific Applications
a.Horizontal Horizontal applications include grouting superstructure and transverse substru cture tendons in caps and struts. Provide grouts for horizontal applications in accordance with Subsection 701.18.B, “Test Procedures.” (b)Vertical Vertical applications include grouting substructure column tendons. Provide grouts for vertical applications in accordance with Subsection 701.18.B, “Test Procedures.” Perform the "Schupack Pressure Bleed Test Procedure for Cement Grouts for Post -Tensioned Structures" in accordance with Appendix C of the Post -Tensioning Institute Specification for Grouting of Post -Tensioned Structures . Test grout at 100 psi [689 kPa] and report the percent bleed. The Resident Engineer will only accept grout without bleed water (0.0%).
c.Repair Use repair applications to augment grouting operations that do not fill the duct or anchorage. For new construction, the Department will allow repairs with the same grout for the tendon if the void is no greater than 0.5 gal [2 L]. In other cases, use a non-sanded grout in accordance with Subsection 701.18.B(1), “Laboratory Tests,” and Subsection 701.18.B(4), “Accelerated Corrosion Test Method,” with a modified maximum perme ability of 2,800 coulombs tested in accordance with ASTM C 1202 at 30 V. Provide non -sanded grouts with 95 percent passing No. 100 sieve and 90 percent passing No. 170 sieve in accordance with ASTM C 33. Wash and dry each sieve before weighing in accorda nce with ASTM C 117 as modified for sieve size.
701.19 Controlled Low -Stren Gth Material
A.General Controlled Low -Strength Material (CLSM). A low strength grout backfill material consisting of portland cement, fly ash, fine aggregate, and water. The Depar tment will allow the use of an air entraining agent.
B.Mix Design Design the mix using absolute volumes. Use at least 20 lb/yd³ [12 kg/m³] of portland cement in the mix design. Submit the proposed mix design with trial batch testing data before use. In clude the weight [mass], specific gravity, material source, and material requirements for each ingredient.
701.20 Portland Cement Concrete
652 Include the flowability results, unit weight [mass], and trial batch strength tests. The Department 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 subsections for CLSM: Material: Section or Subsection: Portland Cement 701.02 Fly Ash 702.01 Fine Aggregate 701.05 Water 701.04 Air Entraining Agents 701.03.A
C.Sampling and Testing Test CLSM in accordance with the fol lowing methods: Conduct the flow test in accordance with ASTM D 6103. Provide a CLSM spread diameter of 8 in [200 mm] or greater. Conduct the unit weight [mass] tests in accordance with ASTM D 6023. The Resident 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 OHD L-62. Provide a CLSM compressive strength at 28 days from 100 psi to 800 psi [700 kPa to 5,500 kPa]. Earlier strength tests may be performed to confirm that the material reaches the minimum strength, but are not required by the Contract.
701.20 Early Strength Concr Ete for Bridge Deck Patching and Overlay S
This subsection covers Very Early Strength Type I (VES I), Very Earl y Strength Type III (VES III), and Rapid Setting Latex -Modified Concrete (RSLMC) for bridge deck patching and overlays. Prepare and submit mix designs in accordance with Subsection 701.01.C, “Proportioning.”
A.Mater ials Provide materials in accordance with the following subsections for early strength concretes: Material: Subsection: Portland Cement 701.02 Fine Aggregate 701.05 Coarse Aggregate 701.06 Water 701.04 Concrete Admixtures 701.03 Concrete Fibers 701.15 PORTLAND CEMENT CONCRETE 701.20 653 B. Classes of Early Strength Concrete Table 701:28 Early Strength Concrete Properties Concrete Class Minimum Cement Content, Air Contenta, % Maximum Water/Cement Ratiob, Slump c, in [mm] Minimum Compressive Strength at Road Openingd, psi [MPa] lb/yd³ [kg/m³] lb/lb [kg/kg] VES I 900 [535] 6 ±1.5 0.3 1 – 8 3,000 [20.7] [25 – 203] VES III 600 [423] 6 ±1.5 0.35 1 – 8 3,000 [20.7] [25 – 203] RSLMC 658 [391] 1.5 ±1.5 0.47 6 ±2 3,000 [20.7] [150 ±50] a Test air content in accordance with AASHTO T 152 or AASHTO T 196. b Using the weight of each material, calculate the water to cement ratio (W/C) by the following equation: W/C = Water/(Cement + Cement Substitutes) Determine the water used by the water measured into the batch plus the free water on wet aggregate minus the water absorbed by dry aggregate plus water in admixture solutions not to exceed the limit required by the Contract. c Test slump in accordance with AASHTO T 119. Ensure the slump reflects a workability appropriate for the ap plication. d Compressive strength is based on the average of three test cylinders tested in accordance with AASHTO T 22. Refer to the Contract for the Class P concrete compressive strengths.
1.Very Early Strength Type I (VES I) Ensure the VES I mix reaches 3,000 psi [20.7 MPa] at 6 hr. Use a 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 nitrite as a liquid admixt ure. Use an air entraining admixture to obtain the air content in accordance with Table 701:2 8, "Early Strength Concrete Properties." The Department will not allow fly ash substitution. Add concrete fibers as directed by the Resident Engineer to improve mix durability.
2.Very Early Strength Type III (VES III) Ensure the VES III mix reaches 3,000 psi [20.7 MPa] at 6 hr. Use a Type III cement for this concrete. Provide No. 67 size coarse aggregate. Use a high range wate r-reducing admixture to
701.21 Portland Cement Concrete
654 obtain slump. Add at least 6.0 gal/yd³ [30 L/m³] calcium nitrite as a liquid admixture. Use an air entraining admixture to obtain the air content in accordance with Table 701:2 8, "Early Strength Concrete Properties." The Department will not allow fly ash substitution. Add concrete fibers as directed by the Resident Engineer to improve mix durability.
3.Rapid Setting Latex Modified Concrete (RSLMC) Ensure the RSLMC mix reaches 3,000 psi [20.7 MPa] at 4 hr. Provide a rapid setting cement for RSLMC in accordance with Subsection 701.02.A.4, “Rapid Setting Cement.” Provide No. 67 size coarse aggregate. Use a latex emulsion admixture at 24.5 gal/yd³ [121 L/m³]. The Department will not allow an air entraining admixture or fly ash substitution. Add Food -Grade citric acid to delay the set time at a rate no greater than 2 lb/yd³ [1.2 kg/m³]. Dissolve the citric ac id in water before adding to the mix in accordance with the manufacturer recommendations. Add concrete fibers as directed by the Resident Engineer to improve mix durability.
701.21 Magnesium Ammonium P Hosphate Concrete Fo R Concrete Repair
This subsection covers magnesium ammonium phosphate concrete (MAPC) for repairing block -outs, holes, and defects in post -tensioned boxes and girders. Follow the manufacturer’s recommendations for preparing surfaces, mixing, placing, and curing concrete. Provide MAPC in a ccordance with Table 701:29. Table 701:29 Physical Properties Requirement Test Value Test Method Strength at 28 day (air curing instead of moist curing): Compressive ≥8,500 psi [58.6 MPa] ASTM C 109 Flexural ≥600 psi [4.1 MPa] ASTM C 348 Slant shear bond at 14 day (air curing instead of moist curing) ≥2,500 psi [17.2 MPa] ASTM C 882 Time of setting, initial set (at least 95°F [35°C]) ≥15 min ASTM C 266 Scaling resistance No scaling ASTM C 672 Maximum length change: Wet cure at 28 days 0.03% ASTM C 157 Dry cure at 28 days 0.03% ASTM C 596 Sulfate resistance after 52 weeks of immersion 0.10% ASTM C 1012 Maximum chloride absorption at 21 days (use cubes meeting ASTM C 109) 1.50% NCHRP T-244 SUPPLEMENTARY CEMENTITIOUS MATERIALS 702.02 655 SECTION 702 SUPPLEMENTARY CEMENTITIOUS MATERIALS
702.01 Fly Ash
A.General Fly ash . A very fine, fluid material with pozzolanic properties and possibly some cementitious properties that is a by -product gathered by dust collection sys tems 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 701.01, “Mix Design and Proportioning is allowed.” Use of fly ash to stabilize or modify soils in accordance with 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 cont amination and dampness. The Resident 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.
C.Requirements for Soil Use Provide fly ash for soil stabilization or modification in accordance with AASHTO M 295, Class C.
702.02 Slag Cement
A.General Slag cement . 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 701.01, “MIX DESIGN AND PROPORTIONING.” Provide slage cement from one source only (plant) in the PCC . Protect slag cement from contamination and dampness. The Resident Engineer will not accept lumpy, contaminated, or partially set slag cement .
B.Requirements Provide slag cemen t in accordance with AASHTO M 302, Grade 100 or Grade 120.
Source: Oklahoma Standard Specifications for Highway Construction, 2019 Edition. Pages 629–668 of 935.