COLD PATCH SECTION 1015 649 SECTION 1015 — COLD PATCH 1015.1 Material Requirements.
A.Produce cold patch that is a uniform mixture of compatible mineral aggregate and bituminous material with uniformly coated aggregate and no stripping of the bituminous material from the aggregate. Incorporate 10 to 25 percent RAP in the mixture. The mix must be capable of storage in a stockpile for a minimum of 6 months without hardening or stripping and must remain workable in all weather conditions during the storage period.
B.Provide materials as specified in:
1.Coarse Aggregate Section 1014. 3
2.RAP / RAS Section 1014. 4
3.Bituminous Material See Below 1015.2 Bituminous Material.
A.Must be a terminal blended material consisting of asphalt binder, a softening agent, and an antistrip agent.
B.Softening agents are not permitted to be hydrocarbon based and must be VOC free.
C.Bituminous material must be piped directly from the transporting tanker into the mixing plant.
D.Temperature of bituminous material must not exceed 170 degrees F, or the temperature recommended by the manufacturer in writing. Table 1015.2 -1. Bituminous Material Properties Property Test Specification Limit Flash Point (oF min) AASHTO T79 200 Kinematic Viscosity@ 140oF cP (mm2/s) AASHTO T201 100-400 Percentage of Water (% max) ASTM D95 0.2 Distillate Test (% Vol. of original sample) ASTM D402 To 437 °F 0 To 500 °F 0 To 600 °F 0.1 maximum Residue from Distillate at 680 °F 90% minimum Table 1015.2 -2. Test on Residue from Distillate Property Test Specification Limit Penetration (dmm -min) AASHTO T49 180 Solubility in trichloroethylene (% min) AASHTO T44 99 COLD PATCH SECTION 1015 Supply certificate of analysis, MSDS and verify free of volatile organic compounds (VOCs) 1015.3 Production Quality Control Plan Requirements. Not applicable. 1015.4 JMFs.
A.Develop and submit job mix formula for the mixture 10 days before production.
B.JMF submission must include:
1.Proposed mixing facility
2.Proportions and Sources of:
a.Aggregate
b.Bituminous material
3.Gradation Master ranges 1015.5 JMF Design Parameters
A.Use combined aggregates conforming to the gradation requirements in the table below when tested according to AASHTO T11 and AASHTO T -27. Table 1015.5 -1. Aggregate Gradation Requirements Sieve Size % Passing 3/8" (9.5 mm) 90 - 100 No. 4 (4.75 mm) 20 - 85 No. 8 (2.36 mm) 5 - 40 No. 200 (0.075 mm) 0 - 7
B.Minimum 25% RAP
C.Based the effective asphalt binder content on the bituminous blend supplier’s recommendation (allowable production tolerance of 0.4 percent) by weight of the total mixture. 1015.6 Mixing Requirements
A.Prepare aggregates per asphalt blend supplier requirements.
B.Continuously mix until all aggregates are thoroughly coated with bituminous material. Do not exceed the binder supplier’s recommended mixing temperature.
C.Stockpile material in piles less than 5 feet in height for a minimum of 48 hours at the production facility to cool. The engineer will examine the stockpile for runoff and workability. 1015.7 Laboratory Testing. COLD PATCH SECTION 1015 651 A. The Materials and Research Section will obtain samples of the component materials and the produced mixture to test their qualities. Acceptance of the materials and the produced mixture will be based on field performance and the following tests: Table 1015.7 -1. Mixture Property Requirements Property Test Method Specification Limit Stripping AASHTO T182 > 90% Coated Draindown AASHTO T305 < 8% Workability/Storage Ability ASTM D6704 -08 < 3 @ 40o F Asphalt Content/Gradation AASHTO T -308 See Job Mix Formula
B.The Department’s initial approval of the material sources, mix design, plant facilities, or mixture based on aforementioned testing does not eliminate further examination and testing if unsatisfactory field performance occurs at the time of material use. 1015.8 Plant Production.
A.Operate plants per the manufacturer’s recommendations.
B.Allow the engineer access to all parts of the mixing plant at all times for checking the adequacy of the equipment in use, inspecting the conditions and operation of the plant, verifying the weights or proportions and character of materials, and determinin g and checking the temperatures maintained in the preparation of the mixtures. EMULSIFIED ASPHALT SECTION 1016 652 SECTION 1016 — EMULSIFIED ASPHALT 1016.1 Material Requirements.
A.Use emulsified asphalt that conforms to AASHTO M208 for unmodified and AASHTO M316 for polymer modified with a maximum temperature of 120 degrees F.
B.Specialty emulsions must meet contract requirements and the manufacturer’s specifications. 1016.2 Sampling and Testing Requirements.
A.Sample all emulsions in the presence of the engineer. Place the sample in a clean plastic container provided by the engineer. Record the date of the sample, lot number, supplier and terminal, type of emulsion, supplier tank number, and gallons verified on the LB36 shown in the Materials Manual. Provide the samples to the engineer for testing in accordance with AASHTO T59. 1016.3 Acceptance Certification Requirements.
A.Supply the specific gravity and the certificate of analysis and compliance for each shipment. CEMENT AND POZZOLANIC MATERIALS SECTION 1020 653 SECTION 1020 — CEMENT AND POZZOLANIC MATERIALS 1020.1 Material Requirements.
A.Portland Cement. Type I, Type II, Type I/II, or Type III conforming to AASHTO M85 -21.
B.Blended Hydraulic Cements. Type IP, Type IT, Type IS, or Type I L conforming to AASHTO M240 -21 are permitted alternates to Type I or Type II cement in all classes of concrete.
C.Fly Ash. Class C or F conforming to AASHTO M295 and as modified herein with total alkali content less than 3.0 percent, and a CaO content ≤8.0 percent. Modify requirements of Table 1 to maximum loss on ignition at 3.0 percent. Traces of ammonia and oil are not permitted in the fly ash.
D.Ground Granulated Blast Furnace Slag (GGBFS). Grade 100 or 120 conforming to AASHTO M302.
E.Silica Fume. Per AASHTO M307. 1020.2 Production and Delivery.
A.Use only a single brand, from a single production facility, of cement or pozzolanic material for any contract item. Maximum delivery temperature of cement or pozzolanic material is 150 degrees F.
B.The manufacturer can ship under certification after testing and approval of the QC plan by the Department. The Department reserves the right at any time to sample the product, modify the program, withdraw certification, require pretesting, and to use reser ved bins or sealed shipments. WATER FOR PORTLAND CEMENT CONCRETE SECTION 1021 654 SECTION 1021 — WATER FOR PORTLAND CEMENT CONCRETE 1021.1 Material Requirements.
A.Mixing and curing water must be clean and free of oil, salts, acids, alkalis, sugars, organics, and other substances injurious to the finished product. Water known for potable quality may be used without testing. Water drawn from a surface source must be f ree of silt, mud, organics, trash, and foreign materials.
B.Water must meet ASTM C1602 and ASTM C1603 with the following modifications: Table 1021.1 -1. Modifications to ASTM C1602 and ASTM C1603 Property Requirement Hydrogen ion concentration 4.5 to 8.5 pH Total solids 5,000 ppm maximum Total chlorides 300 ppm maximum Total sulfates as SO 4 500 ppm maximum Total alkalis as Na 2O + 0.658K 2O 500 ppm maximum Organic content ( Test Method ASTM D4129) 2,000 ppm maximum Compressive strength, minimum at 7 calendar days 90% of control specimen Time of setting +/-60 minutes from control and meeting AASHTO M85, Vicat test PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 655 SECTION 1022 — PORTLAND CEMENT CONCRETE PRODUCTION 1022.1 Material Requirements.
A.Produce PCC in accordance with the following:
1.Portland Cement Section 1020
2.Blended Hydraulic Cement Section 1020
3.Fly Ash Section 1020
4.Ground Granulated Blast Furnace Slag Section 1020
5.Silica Fume Section 1020
6.Water Section 1021
7.Fine Aggregate Section 1003 and below
8.Coarse Aggregate See below
9.Fibers See below
10.Concrete Admixtures See below
11.Curing Membranes See below 1022.2 Fine Aggregate.
A.Fineness modulus must be 2.3 to 3.1. Conform to AASHTO M6 except the grading should be per Section 1003. 1022.3 Coarse Aggregate.
A.Use coarse aggregate conforming to the requirements of AASHTO M80, except do not use RCA (Crushed Concrete). Use gravel that has a minimum of 1 fractured face. Los Angeles test (AASHTO T96) percentage of wear must be less than 45 percent. Air cooled blast furnace slag must weigh 70 pounds per cubic foot or greater when tested by AASHTO T19/T19M. 1022.4 Fibers.
A.Use fibers that is alkali resistant and conform to the requirements of ASTM C1116, Type III with a minimum fiber length of twice the length of the aggregate and a maximum length of 1 1/2 -inch. The quantity of fibers used and their point of introduction into the mix is to conform to the fiber manufacturer’s recommendations. 1022.5 Concrete Admixtures.
A.Air Entrainment Agents must conform to the requirements of AASHTO M154.
B.Chemical Admixtures must conform to the requirements of AASHTO M194.
C.Use only lithium admixtures certified as nonhardous based on heavy metal content.
D.Use only non -chloride admixtures. PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 656 1022.6 Curing Materials.
A.Liquid membrane -forming compound in accordance with Section 1045.7 .
B.Sheeting – White opaque polyethylene film must conform to the requirements of ASTM C171 and have a minimum nominal thickness of 4 -mil.
C.Burlap – Plain woven cloth made of jute or kenaf, weighing 10 -ounces per square yard or greater that conforms to AASHTO M182 Class 3 or Class 4.
D.Water – Conform to Section 1021. 1022.7 Production Quality Control Plan Requirements. 1022.8 Concrete Mix Designs.
A.Design PCC to meet the requirements shown in this section based on its intended use.
B.Develop and submit a mix design for each class of concrete for approval at least 30 -calendar days before concrete production. Provide a new mix design when there is any change in the source or character of materials used during production of the concrete for the project.
C.Use a water reducing admixture in all classes of concrete. Determine the quantity and type or combination of admixtures based on the manufacturer’s recommendations, the ambient and concrete batch temperatures at the time of placement, the geometry of the w ork, the concrete mix proportions, and other project specific parameters.
D.Include Supplementary Cementitious Materials as required in accordance with Section 1022.8.2. All concrete mixes will require Supplementary Cementitious Materials. A minimum of 15 percent fly ash or 20 percent slag is required.
E.Submit admixture technical data sheets for all incorporated admixtures with each mix design submission. The submitted technical data sheet must contain the percent solids, specific gravity, and pH at a minimum. 1022.8.1 Mix Design Methods. Table 1022.8 -1 Mix Design Methods Concrete Type Design Method Normal weight mixtures Absolute volume method per ACI Publication 211.1 Lightweight mixtures Select mix proportions based on trial mixes with the cement factor rather than water/cement ratio being determined by the specified strength per ACI Publication 211.2
A.Establish exact proportions by testing trial mixes and adjust to produce concrete that meets plasticity and workability requirements. Show aggregate proportions in terms of saturated surface dry condition.
B.Conduct trial batch testing of the proposed mix and submit the test results showing the specified minimum strength, air content, aggregate gradation, workability requirements, permeability, ASR PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 657 expansion limits , and additional self -consolidating concrete properties when necessary . In lieu of trial batches, break histories in accordance with ACI 318M may be submitted to the Department for consideration. The minimum sample population is 10 batches. The criteria established in ACI 214 will form the basis for approval of the proposed mix designs where the probability for any test property failing to meet contract criteria is not greater than 10 percent (probability factor (p) not less than 1.30).
C.The mix design submission must include:
1.The p roposed source of the materials,
2.the p roportions of the mix components,
3.the l aboratory test data from the trial batches or the break history,
4.the s ample of the materials used, and
5.the t est results of the proposed aggregates for ASR reactivity from a certified lab.
a.When aggregates are ASR reactive, provide test results for the proposed concrete mixture components and mitigation steps in accordance with Section 1022. 8.2. 1022.8.2 Alkali Aggregate Reactivity and ASR Mitigation. 1022.8.2.1 Reactivity Evaluation.
A.Evaluate the coarse and fine aggregates for use in the PCC for AAR using Table 1022. 8-2 and any field service records available for the proposed materials. When field service records show evidence of AAR occurring in that source, the source is classified as reactive regardless of laboratory testing.
B.Test Aggregates using AASHTO T303 (AMBT) with a modification of the w/c ratio to 0.47 and a time limit for the test equal to 28 calendar days. The results of the AMBT will determine the reactivity in Table 1022. 8-2 pending completion of ASTM C1293 (CPT). Once completed, the CPT test results will take precedence over the AMBT results for determining the reactivity class. Test data is valid for 3 years from date of material sampling. ASTM C1293 test results performed by AASHTO accredited laboratory may be accepted at the engineer’s discretion.
C.Preventive measures are to be prescribed for the most reactive material included within a mix design.
D.Determine Aggregate Reactivity Class for alkali -silica reactivity and follow requirements prescribed in Table 1022. 8-2.
E.Aggregates classified as alkali -carbonate reactive are not permitted for use in concrete production. Table 1022. 8-2. Classification of Aggregate Reactivity Aggregate Reactivity Class Aggregate Reactivity Description 28-Day Expansion in AMBT, % 1-Year Expansion in CPT (%) Requirement R0 Non -Reactive ≤0.10 ≤0.04 Include Supplementary Cementitious Materials PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 658 in accordance with 1022.8.D R1 Moderately Reactive >0.10 and ≤0.30 >0.04 and ≤0.12 Utilize ASR Preventative Measures in accordance with 1022.8.2.2 and test for efficacy in accordance with Section 1022.8.2.3 if the aggregate is to be used in concrete production R2 Highly Reactive > 0.30 and ≤ 0.45 > 0.12 and ≤ 0.24 Not Permitted R3 Very Highly Reactive > 0.45 > 0.24 Not Permitted 1022.8.2.2 ASR Preventative Measures.
A.Aggregates considered moderately reactive in accordance with Table 1022.1 may be incorporated for use in concrete production by meeting the applicable ASR preventive measures requirements in either Section 1022.8.2.2.A or Section 1022.8.2.2.B. 1022.8.2. 2.A Limiting the Alkali Content of the Concrete.
A.Limit the alkali content of the concrete to a maximum of 2.5 pound per cubic yard. The alkali content of the concrete is calculated based on the alkali contributed by the Portland cement alone. For blended cement, the alkali available from the Portland cem ent component of the blend should be used. Refer to AASHTO R80 for additional information on calculating the alkali content of the concrete. 1022.8.2. 2.B Using Supplementary Cementitious Materials or Blended Cements .
A.The amount of supplementary cementitious material required varies based on alkali content of the Portland cement used in the mix design. The required supplementary cementitious material may be added directly to the concrete mixer or it may be a component o f a blended cement.
B.When two or more supplementary cementitious materials are used together to control ASR, the minimum replacement levels provided within this subsection for the individual supplementary cementitious material may be reduced provided the sum of the parts of ea ch supplementary cementitious material is greater than or equal to 1. 1022.8.2. 2.B.1 Portland cement with Alkali content of ≤ 0.40 percent Na 2Oe. Include supplementary cementitious material in accordance with Table 1022. 8-3. Table 1022.8 -3. Minimum Level of Supplementary Cementitious Material for Portland cement with Alkali content of ≤ 0.40 percent Na 2Oe PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 659 Type of SCM Alkali Level of SCM, (% Na 2Oe) Minimum Replacement Level (% by Mass of Cementitious Material) Fly Ash ≤3.0 20 Fly Ash (CaO ≤ 18%) >3.0, ≤4.5 25 Slag ≤1.0 35 Silica fume SiO 2 ≥ 85% ≤1.0 1.5 x LBA 1022.8.2. 2.B.2 Portland cement with Alkali content of > 0.40 and ≤ 1.00 percent Na 2Oe. Include supplementary cementitious material in accordance with Table 1022. 8-4. Table 1022.8 -4. Minimum Level of Supplementary Cementitious Material for Portland cement with Alkali content of > 0.40 and ≤ 1.00 percent Na 2Oe Type of SCM Alkali Level of SCM, (% Na 2Oe) Minimum Replacement Level (% by Mass of Cementitious Material) Fly Ash ≤3.0 25 Fly Ash (CaO ≤ 18%) >3.0, ≤4.5 30 Slag ≤1.0 50 Silica fume SiO 2 ≥ 85% ≤1.0 1.8 x LBA 1022.8.2. 2.B.3 Portland cement with Alkali content of > 1.00 and ≤ 1.25 percent Na 2Oe.
A.Acceptable ASR preventive measures can either be achieved by limiting the maximum concrete alkali content to 2.5 pound -per-cubic yard and meeting the supplementary cementitious material requirements included in Table 1022. 8-4 or by including supplementary cementitious material in accordance with Table 1022. 8-5. Table 1022.8 -5. Minimum Level of Supplementary Cementitious Material for Portland cement with Alkali content of > 1.00 and ≤ 1.25 percent Na 2Oe Type of SCM Alkali Level of SCM, (% Na 2Oe) Minimum Replacement Level (% by Mass of Cementitious Material) Fly Ash ≤3.0 35 Fly Ash (CaO ≤ 18%) >3.0, ≤4.5 40 Slag ≤1.0 65 Silica fume SiO 2 ≥ 85% ≤1.0 2.4 x LBA 1022.8.2.1. B.4 Portland cement with Alkali content of > 1.25. Not permitted for use. 1022.8.2.3 Efficacy Testing.
A.Conduct efficacy testing in accordance with Table 1022. 8-6. All testing must be performed by an accredited laboratory. Test data is valid for 3 years from date of material sampling. The Department will perform verification testing before accepting results at its sole discretion. Table 1022.8 -6. Tests and Criteria for Proposed Concrete Components Procedure Description Limit ASTM C1567 (modified1 ) Mortar Bar Expansion < 0.08% at 28 calendar days 1When evaluating lithium admixture, alone or in combination with ground granulated blast furnace slag, fly ash, or silica fume, use the Accelerated Mortar Bar Test (AMBT) from the Army Method CRD -C PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 660 662-10 “Determining the potential Alkali -Silica Reactivity of Combination of Cementitious materials, Lithium Nitrate Admixture and Aggregate.” 1022.9 Mix Design Properties. Table 1022.9 -1 Concrete Classes 1Obtain a minimum compressive strength of 2,000 PSI in 6 -hours as measured by Sure -Cure mold test cylinders or the Maturity Meter in accordance with AASHTO T325. The Contractor is to provide Sure -Cure mold test cylinders and all associated equipment. The Department will pro vide the Maturity Meter. Table 1022.9 -2. Concrete Nominal Slump by Work Type1 Type of Work Nominal Slump (inches) Formed Elements: All Rapid -set Class Concrete 2 2 to 5 Sections < 12 inches 1 to 3 Sections ≥ 12 inches 1 to 4 Concrete placed under water 5 to 8 Filling for riprap 3 to 7 Class of Concrete Maximum w/cm ratio lb/lb Air Content (Percent) (See Section 1022.13) Minimum 28 -day Compressive Strength f΄c (psi) (See Section 1022.13) Maximum Permeability (Coulombs) (See Section 1022.13) Fiber Requirements Shrinkage Reducing / Compensating Admixture A 0.40 4.0 – 7.0 4,500 2,000 Required when used in approach slabs Required in barriers B 0.45 4.0 – 7.0 3,000 3,000 N/A N/A B/SF 0.43 4.0 – 7.0 3,500 2,500 N/A N/A C 0.50 4.0 – 7.0 2,000 3,500 N/A N/A D 0.40 4.0 – 7.0 4,500 2,000 Required Required Rapid -set 0.40 3.0 - 7.0 4,5001 2,000 Required N/A PORTLAND CEMENT CONCRETE PRODUCTION SECTION 1022 661 Slip-formed elements 0.5 to 2.5 Self-consolidating concrete Refer to Section 1022.16 1 Use only Type F or Type G admixtures for slumps greater than 4 -inches. The maximum allowable slump is 8 -inches. 2 Slump may be increased up to 8 -inches if Type F admixture is used.
1022.10 Material Production Requirements.
A.Notify the Department’s Materials and Research Section of the quantity and time of scheduled release by 3:00 PM the non -holiday weekday before production.
1022.11 Handling and Storage of Materials.
A.Aggregates.
1.Stockpile aggregates on hard, clean, surfaces with positive drainage. The surface must be constructed of PCC or bituminous concrete that is of sufficient thickness to support the weight of the stockpile without rupturing or cracking. If the stockpile su rface deteriorates and possibly contaminates aggregate stockpiles, immediately suspend concrete production until the surface is repaired. Maintain suitable partitions to separate and contain fine and coarse aggregate stockpiles. Stockpile coarse aggregate in a manner to avoid segregation.
2.Stockpile fine aggregates at the batch plant for a minimum of 24 -hours or until surplus water has drained and the material has a uniform free moisture content before batching. Do not batch concrete using material directly from the washing plant. Maintain suitable partitions to prevent wet fine aggregates from mixing wit h fine aggregate.
3.Construct haul roads to the concrete plants to prevent any deleterious materials from entering the batching process. If deleterious materials are discovered anywhere in the batching process, immediately suspend operations until these conditions are corr ected.
B.Cementitious materials.
1.Store cementitious materials in suitable structures that protect the material from hydration.
2.Do not use any cementitious material that shows signs of hydration such as lumps or cakes.
C.Admixtures .
1.Store admixtures to prevent contamination, stratifications, or deterioration.
2.Agitate admixtures according to the supplier’s recommendation.
3.When admixture dosage rates differ from the manufacturer’s recommendations, stop production of PCC until the problem is identified and corrected.
1022.12 Production Equipment Requirements.
Meet the requirements of AASHTO M157, except as modified herein:
A.Batch plants.
1.Material Measurement for batching.
Source: Delaware Standard Specifications for Road and Bridge Construction, 2025 Edition. Pages 659–671 of 779.