509Portland Cement Concrete Mix Designs

509.1 Description

This Work consists of developing , submitting and receiving appr oval to use Portland Cement Concrete (PCC) mix designs for use on Department Project s. For the purposes of this Section , the following definitions are used: 1. Supplier: Any individual, partnership, company, firm, corpo ration, or joint venture that owns the Approved Concrete Mix Design, for concrete that i s incorporated into a Department construction Project(s). 2. The terms “mix” and “mixture” are used interchangeably.

509.2 Materials

All Materials shall be in accor dance with AASHTO and ASTM metho ds or other test procedures designated by the Department. The State Materials B ureau is the final authority regarding the interpretation of test procedures. The certifying laboratory or Private Testing Laboratory (PTL) p erforming the physical and chemical tests for the Supplier is required to participate in t he Cement and Concrete Reference Laboratory (CCRL) proficiency sample and the pozzolan inspection programs.

509.2.1 Reserved

509.2.2 Cementitious Materials

Unless otherwise specified, the Supplier shall use; (1) a combi nation of Type II, III, or V Portland cement and supplemental cementitious Materials (SCM), (2) Blended cement, or (3) a combination of blended cement and SCM. Supplemental cementit ious Materials used in blended cements shall not be used as a replacement of portland cement for mix design purposes.

509.2.2 1 Portland and Blended Cements

Portland cement shall comply with ASTM C150. Types II, III, a nd V portland cement shall have an alkali content less than 0.60% by mass of alkalis as Na 2O + 0.658 K 2O when determined under AASHTO T 105. Types III and V portland cement s shall only be used if specified or authorized by the State Concrete Engineer. Blended cements shall comply with Type IS (S) – portland blast -furnace slag cement, Type IP (MS) – portland-pozzolan cement, or Type IT – Ternary b lended cement as specified in ASTM C595, except: 1. Portland cement used in blended cements shall comply with th e requirements listed in 509.2.2.1; 2. Class C fly ash shall not be used in blended cements, unless otherwise approved by the State Concrete Engineer; 3. SCM used in blended cements shall meet the requirements of S ection 509.2.2.2, “Supplementary Cementitious Materials;” 4. Maximum SCM content shall not exceed 50%; and 5. Blended cement shall be composed of Type II or V portland ce ment and SCM produced by one of the following methods: Section 509: Portland Cement C oncrete Mix Designs Page 316 5.1. Intergrinding of portland cement clinker and SCM; 5.2. Blending of portland cement and SCM; and 5.3. Combination of intergrindi ng and blending of portland ceme nt and SCM.

509.2.2 2 Supplementary Cementitious Materials

Each SCM shall be in accordance with the following standards an d as modified in Table

509.2.2 2:1, “Supplementary Cementitious Material Requirements: ”

1. Portland cement used in blended cements shall comply with th e requirements listed in Section 509.2.2.1, “Portland and Blended Cements;” 2. Class C and F fly ashes shall comply with the requirements o f ASTM C618: 2.1. Class C fly ash shall not be used in concrete exposed to s ulfate environments or with “potentially reactive ,” or “reactive” aggregate; 3. Ultrafine fly ash (UFFA) shall comply with ASTM C618, Class F; 4. Natural or calcined natural pozzolans shall comply with ASTM C618, Class N; 5. Metakaolin shall comply with ASTM C618, Class N; 6. Ground granulated blast furnace slag (GGBFS) shall comply wi th ASTM C989, Grade 100 or 120; and 7. Silica fume shall comply with ASTM C1240. Table 509.2.2.2:1 Supplementary Cementitious Material Requirements SCM Type Material Standard Properties Limits Coal Fly Ash, and Raw or Calcined Natural Pozzolans ASTM C618 Class N F C Sum of Al 2O3, SiO 2, and Fe 2O4, min 75% 85% 50% Loss on ignition, max 5.0% 3.0% 3.0% Magnesium Oxide (MgO), max 5.0% 5.0% 5.0% Sulfur Trioxide (SO 3), max 3.0% 3.0% 3.0% Available alkalis as Na2O + 0.658 K 2O, max 1.50% 1.50% 1.50% Calcium Oxide (CaO), maxmax As Approved 8.0% 50% Section 509: Portland Cement C oncrete Mix Designs Page 317 Table 509.2.2.2:1 Supplementary Cementitious Material Requirements SCM Type Material Standard Properties Limits Ultra Fine Fly Ash in addition to the requirements for Class F fly ash AASHTO M 321 Accelerated Pozzolonic Activity Index,  7 d a y  28 day 85% 100% Particle size distribution  less than 2.25 m  less than 8.50 m 50% 90% Fineness, retained on 45 m wet sieve, max 5 . 0 % Moisture content, max 1 . 0 % Metakaolin ASTM C618 Silicon dioxide (SiO 2) + aluminum oxide (Al 2O3), min 92% Calcium oxide (CaO), max 1 . 0 % Sulfur trioxide (SO 3) max 1 . 0 % Loss on ignition, max 1 . 2 % Available alkalis as Na2O + 0.658 K 2O, max) 1 . 5 % Accelerated Pozzolonic Activity Section 509: Portland Cement C oncrete Mix Designs Page 318 Table 509.2.2.2:1 Supplementary Cementitious Material Requirements SCM Type Material Standard Properties Limits Index,  7 d a y  28 day 85% 95% Fineness, retained on 45 m wet sieve, max 5.0% Silica Fume ASTM 1240 Reduction in mortar bar expansion when used with cement in the proposed mix design, min 80%

509.2.2 3 Cementitious Materials Source Approval and Acceptance

The Department will approve individual cementitious Materials based upon compliance with the respective ASTM or AASHTO Standard Specifications and the requirements listed in this Section. The following information shall be included with each cementitious Material approval request submittal: 1. Supplier name and address; 2. Manufacturer name and address; 3. Production facility physical address; 4. Material type; 5. Material source/origin; 6. Raw Material source(s); 7. Production procedures; 8. Description of storage facilities; 9. Quality Control program documentation including the followin g: 9.1. Certifying Laboratory’s accreditation and current particip ation in the ASTM Cement and Concrete Reference Laboratory Program (CCRL); 9.2. Routine sampling and testing frequency; and 9.3. QC program test reports (mill certs) for each lot tested f rom the previous six

509.2.2 4 Withdrawal of Source Approval

The State Materials Bureau may withdraw cementitious Material source approval for any of the following reasons: 1. A change in Material source or production procedure from tha t on the original request for approval; 2. Failure to comply with Specification requirements; 3. The source becomes inactive fo r a period of three (3) months ; or 4. The appropriate cementitious Material mill certificates are not received monthly.

509.2.2 5 Packaging

Cementitious Materials shall be packaged with the name brand, t he source manufacturing facility, Material type, date of production and l ot number. The Supplier shall provide the same information, as well as quantities, on the shi pping documents for bulk cementitious Materials deliveries.

509.2.2 6 Storage

Different brands of SCM or cements from different production fa cilities shall be stored in separate, identifiable storage units provided at the production facilities. Each cementitious Material shall be stored separately.

509.2.3 Aggregates

509.2.3 1 Aggregates Testing

Coarse and fine aggregate shall be tested in accordance with th e methods shown in Table 509.2.3.1:1, “Aggregates Test Methods.” Concrete mix des ign approval involving a designated source will remain in effect as long as annual test results for specific gravity, absorption, gradation, and sand equivalent (for fine aggregate only) and annual tests for other requirements (except ASR) demonstrate Material compliance. Notes: 1. Coarse and fine aggregates shall be sampled in accordance wi th AASTO T 2. 2. See Table 509.2.3.2.3:1 – Coarse Aggregate Gradation Require ments. 3. See Table 509.2.3.3.3:1 – Fine Aggregate Gradation Requireme nts. 4. The Department will not approve fine aggregate that has more than 45% passing any sieve and retained on the next finer sieve. 5. The Department may Accept coarse and fine aggregates with mo re than the maximum percent passing the No. 200 sieve if the combined grada tion of the coarse and fine aggregate percent passing the No. 200 sieve does not e xceed three percent (3.0%). 6. Ensure that Material larger than 3/8 inch contains no more t han 15% flat or elongated particles with a 3:1 or greater dimensional ratio in accordance with TTCP. Add the percentage of flat pieces to the percentage of elongate d pieces to determine specification compliance. Count pieces that are both flat and elongated only once.

509.2.3 2 Coarse Aggregate

Table 509.2.3.1:1 Aggregates Test Methods Method Aggregate test Coarse Aggregates Fine Aggregates AASHTO T 2 Sampling NoteA NoteA AASHTO T 112 Clay lumps, max Soft fragments, max Coal & lignite, max 2.5% 2.0% 0.25% 3.0% 2.0% 1.0% AASHTO T 27 Sieve analysis NoteB N o t eC, D AASHTO T 11 Passing No. 200, max 2.0%E 3.0%E AASHTO M 6 Fineness m odulus NA 2.3 to 3.1F AASHTO T 85 Coarse aggregate absorption & specific gravity Report NA AASHTO T 84 Absorption & Specific Gravity of Fine Aggregate NA Report AASHTO T 104 Magnesium sulfate soundness, max 15% 12% ASTM C131 L.A. Abrasion 40% NA ASTM D3744 Aggregate Index, min 25 NA ASTM D4791 TTCP Modified Flat and elongated pieces, max 15%G NA ASTM D5821 Fractured faces, min Report NA AASHTO T 176 Sand equivalent, min NA 75 ASTM C295 Petrographic analysis Report Report AASHTO T303 or ASTM C1293 Alkali-Silica Reactivity Report Report Section 509: Portland Cement C oncrete Mix Designs Page 321 Coarse aggregate shall consist of clean crushed stone, crushed gravel, or natural washed gravel free of trash, deb ris, organics, and other Delete rious Materials.

509.2.3 2.1 Coarse Aggregate Gradation Requirements

When using the combined gradation procedure in Section 509.2.7. 5.1, “Combined Gradation;” coarse aggregate gradation requirements are not req uired with the exception of tolerance for Material passing the No. 200 sieve found in Table 509.2.3.2.1:1, “Coarse Aggregate Gradation Requirements.” Coarse aggregate gradation s shall be in accordance with Table 509.2.3.2.1:1, “Coarse Aggregate Gradation Requireme nts.” Table 509.2.3.2.1:1 Coarse Aggregate Gradation Requirements Sieve size % of aggregate passing sieve 1.5 in 1.0 in 3/4 inA 1/2 in 2.0 inch 100 — — — 1.5 inch 95–100 100 — — 1.0 inch — 95–100 100 — 3/4 inch 35–70 — 90–100 100 1/2 inch — 25–60 — 90–100 3/8 inch 10–30 — 20–55 40–70 No. 4 0–5 0–10 0–10 0–15 No. 8 — 0–5 0–5 0–5 No. 200 0.0–2.0 0.0–2.0 0.0–2.0 0.0–2.0 A. Required for Class G gradation.

509.2.3 3 Fine Aggregate

Fine aggregate shall consist of clean and well-graded natural s and, manufactured sand, or combination of both, and fr ee of trash, debris, organics, an d other Deleterious Materials.

509.2.3 3.1 Fine Aggregate

When using the combined gradation procedure detailed in Section 509.2.7.5.1, “Combined Gradation;” fine aggregate gradation requirements are not required except for the amount of Material passing the No. 200 sieve which shall be wit hin the tolerance listed within Table 509.2.3.3.1:1, “Fine Aggregate Gradation Requirements.” Fine aggregate shall meet the gradation requirements listed in Table 509.2.3.3.1:1, “Fine Aggregate Gradation Requirements.” The gradation requirements represent the limits that the Department will use to determine source Acceptability. The Supplier shall use a fineness modulus, calculated in accor dance with AASHTO M 6, to determine the degree of uniformity between representative sa mples. If the combined gradation procedure has not been chosen, the Department may rej ect fine aggregate from designated sources with variati on in fineness modulus greater t han 0.20 above or below the fineness modulus shown on the approv ed concrete mix designs. V ariations in excess of these tolerances may be cause for rejection. Section 509: Portland Cement C oncrete Mix Designs Page 322 Table 509.2.3.3.1:1 Fine Aggregate Gradation Requirements Sieve size % Passing 3/8 inch 100 No. 4 90–100 No. 8 70–95 No. 16 45–80 No. 30 25–60 No. 50 5–30 No. 100 0–8 No. 200 0.0–3.0

509.2.3 4 Aggregate

Alkali-Silica Reactivity The Supplier shall perform the initial proof-of-reactivity-pot ential test using standard GCC Type I-II low alkali cement from the GCC Cement plant located a t Tijeras, New Mexico. The Department considers aggregates with mean mortar bar expansions of greater than 0.10% at 14 Days when tested in accordance with AASHTO T 303 or ASTM C12 60 potentially reactive and those less than 0.10% as non-r eactive. Expansions greater than 0.20% are considered “Reactive.” If tested using ASTM C1293, the Department will co nsider aggregate non-reactive if the average expansion at the end of one (1) year is less tha n 0.04%. Once the State Materials Bureau approved a particular aggregate source is non- reactive, it will not require the source to reevaluate for five ( 5) years unless concerns arise f rom possible aggregate source changes.

509.2.3 4.1 ASR Mitigation Evaluation Criteria

If the results of the initial proof-of-potential-reactivity te st show the aggregate to be “potentially reactive” or “reactive,” the Contractor shall repe at the test procedure using the actual cement, and, if desired, any of the ASR inhibiting SCM a nd admixtures listed in Table 509.2.3.4.1:1, “Option 2 Mix Designs - ASR Mitigation Req uirements.” The Department will consider an admixture effective if the mean mortar bar exp ansion at 14 Days is less than or equal to 0.10%, when tested in accordance with AASHTO T 303 (modified to include SCM) or ASTM C1567. The Supplier shall retest aggregates classified as “potential reactive” or “reactive” for ASR mitigation eac h time the comprehensive mix e valuation is performed. The Contractor shall report the minimum amount of Class F fly ash, and the minimum amount of ASR inhibiting admixture required to provide a maximum expansio n at 14 Days that is less than 0.10%. The SCM required for mitigation shall be reported as a percentage of the cement weight. For Option 2 mix designs, the Contractor shall use ASR inhibiting SCMs or admixtures in accordance with Table 509.2.3.4:1, “Option 2 Mix Designs - ASR Mitigation Requirements,” unless it is determined that larger dosages are required to control the expansion. Table 509.2.3.4:1 Option 2 Mix Designs - ASR Mitigation Requirements SCM Minimum SCM Content A, B Class F Binary Blends Ternary BlendsC 20% 12% Blended cement 20% GGBFS 20% Silica fume 10% Lithium nitrate 0.55 gal/yd³ of s olution for each pound of ceme nt sodium equivalent Section 509: Portland Cement C oncrete Mix Designs Page 323 Table 509.2.3.4:1 Option 2 Mix Designs - ASR Mitigation Requirements Notes: 1. By total cementitious content. 2. Or minimum amount required to mitigate ASR expansion, whiche ver is greater. 3. 20% combined SCM content or minimum amount required to mitig ate ASR expansion, whichever is greater.

509.2.4 Admixtures

Admixtures types and brands are required to be on the Departmen t’s APL at the time of mix design submission. Air ent raining, and chemical, and lithi um nitrate admixtures shall not contain more than 0.1% of soluble and insoluble chlorides. Ind ividual admixtures shall be compatible with each other when multiple admixtures are used in a concrete mixture. Admixtures shall be used in comp liance with the manufacturer’s written instructions.

509.2.4 1 Air Entraining Admixtures

Air-entraining admixtures sha ll be provided in accordance with ASTM C260.

509.2.4 2 Chemical Admixtures

Any of the following chemical admixtures types as defined by an d meeting the requirements of ASTM C494 may be used to facilitate concrete mi x design: 1. Type A – Water Reducing; 2. Type B – Retarding; 3. Type D – Water Reducing and Retarding; 4. Type F – Water Reducing, High Range; or 5. Type G – Water Reducing, High Range, and Retarding. The following admixtures may be used if approved by the State C oncrete Engineer: 1. Type C – Accelerating; 2. Type E – Water Reducing and Accelerating; or 3. Type S – Specific Performance. Any of the following chemical admixtures types as defined by an d meeting the requirements of ASTM C1017 may be used to facilitate concrete m ix design: 1. Type I – Plasticizing; or 2. Type 2 – Plasticizing and Retarding.

509.2.4 3 Lithium Nitrate Chemical Admixture

Lithium nitrate shall be in an aqueous solution meeting the fol lowing: 1. Lithium nitrate as LiNO 3 shall be 30% by weight; 2. Sulfate as SO 4 shall be less than 0.1% (1,000 PPM); and 3. Alkalis as Na 2O + 0.658 K 2O shall be less than 0.1%.

509.2.4 44 Pigment Admixtures for Integrally Colored Concrete

Pigments shall conform to ASTM C979. Pigments shall be lightfa st, alkali-resistant, weather resistant, and formulated to give long lasting color to concrete.

509.2.5 Water

Water shall conform to ASTM C1602. Water shall have a pH betwee n 6.0 and 8.5; sulfate or chloride contents shall not exceed 1,000 ppm, and shall be f ree of oil, silt, clay, organic matter, or other Deleterious Material.

509.2.6 Fiber Reinforcement

If specified, steel fibers shall conform to ASTM A820, and synt hetic fibers conform to ASTM C1116.

509.2.7 Portland Cement Concrete Mix Design

Concrete mixtures shall be designed in a PTL approved by the De partment, by a Professional Engineer registered in the State of New Mexico wit h a minimum of three (3) year of experience in testing, pr oportioning and designing of concre te and is directly responsible for all test results used for desi gn purposes. The laboratory mix design shall only be developed using the proposed Materials. Only technicians who are currently certified by TTCP - Concrete or ACI Concrete Field Technician, Level I shall determi ne concrete fresh properties i n accordance with the appropriate AASHTO procedures. Laboratories approved by the De partment’s State Materials Bureau shall determine hardened properties. Technicians perfor ming tests on aggregates and aggregate gradations shall be certified by TTCP or ACI Concrete Laboratory Level I. Those technicians performing strengt h tests on hardened concrete must be certified as an ACI Level I Laboratory Technician or by TTCP for Compressive Strength Tes ting of Concrete.

509.2.7 1 Concrete Classifications

The concrete classes listed bel ow shall be used when specified in the Contract: 1. Class A: Structural, cast-in-place sidewalks, curb/gutter, concrete wall barrier, Bridge Substructures; 2. Class AA: Structural, used for cast-in-place structural, Br idge Superstructure, approach slabs, abutments; 3. Class HPD: Structural, used for Bridge decks, concrete pavi ng, concrete paving repair. Additional requirements: combined gradation protocol, shrinkage ASTM C157 less than 0.04% at 28 days; 4. Class F: Slip formed concrete wall barrier, curb/gutter; co mpressive strength measured at 14 days; 5. Class G: Below grade applications, caissons, drilled piers (part of Bridge Substructure); 6. Class HES (formerly rapid set): High early strength concret e used for rapid repair applications. Early compressive strengths will be determined o n a per Project basis. Cement content will determined by lab trials. Allowable cement s: Type II, III and rapid strength cements; 7. Class P (formerly class F-LS): Concrete paving. Mix design shall include compressive strengths in addition to flexural beams in order to develop a correlation curve. Other additional require ments: combined gradation prot ocol, shrinkage Section 509: Portland Cement C oncrete Mix Designs Page 325 ASTM C157 less than 0.04% at 28 days; and 8. Special: The Contract Requirements for the individual Proje ct will address mix design and testing requirements.

509.2.7 2 Concrete Class Requirements

Option 1 or Option 2 may be us ed for mix design development of the Concrete Classes listed in Table 509.2.7.2:1, “Option 1: Concrete Requirements. ” Mix designs developed using Option 1 shall be approved by the State Concrete Engineer for e stimated Project quantities less than those provided in the table below. The Department ma y consider requests to increase the maximum estimated quantity on a Project specific b asis. Mix designs developed using Option 1 do not require ASTM C666 testing, and ASTM C457 hardened air void characteristics. For Projects with anticipated concrete quantities of 150 CY or less of an individual concrete class, a written request may be submitted to the State Concrete Engineer to issue the a mix design under Section 509.2.7.6.12, “Mixture Design Su bmittals,” bullet 13.3, “Incidental Concrete.” Table 509.2.7.2:1 Option 1: Concrete Requirements Class Strength A , psi W:CM Ratio, max Minimum Cementitious Content, lbs/CY Maximum Estimated Project, Quantity SlumpB, Inches Air ContentC, % A 3,000 0.45 560 1,000 CY 3 - 5" - F 3,000D 0.45 575 0.5 - 2" - G 3,000 0.44 611 6 - 9" < 3%G HES 4,000F 0.40 NA 500 CY Note H - P 3,000D and 650E flex 0.35 600 10,000 SY 0.5 - 2" - Special The Contract Requirements for the individual Project will addre ss special mix requirements. Notes: 1. Specified strength shall be achieved by 28 days unless other wise noted. 2. As determined by AASHTO T 119. 3. Project risk zone requirements apply; see Section 509.2.7.4, “Freeze-Thaw Risk Zones.” 4. Specified strength shall be achieved by 14 days. 5. Specified flexural strength shall be achieved by 28 days. 6. Specified strength shall be achieved in 24 hours, and 75% of the specified strength shall be achieved in five (5) hours, unless otherwise stated in the Contract. 7. Air entraining admixtures are not allowed. 8. Mix design specific for Pr oject specific requirements. For Option 1 mix design developm ent, the minimum SCM in concret e shall comply with one of the following: Section 509: Portland Cement C oncrete Mix Designs Page 326 1. Any combination of cement and a minimum of one (1) SCM satis fying Equation 1: Equation 1: ሻ ܥܯܺ Where: UF = silica fume, metakaolin, or UFFA, including the quantity i n blended cement, lb/CY. FA = Class N natural pozzolan, or Class F fly ash including qu antity in blended cement, lb/CY. SL = GGBFS, including the quantity in blended cement, lb/CY. MC = minimum cementitious content, lb/CY. X = 1.8 innocuous aggregate, 3.0 for reactive or potentially reactive aggregates. Or 2. 25 % Class F fly ash by total weight of cementitious Materia l. Option 2 mix designs are required for Project quantities in exc ess of the maximum quantities provided in Table 509.2.7.2:2, “Option 2: Concrete Requirements.” Table 509.2.7.2:2 Option 2: Concrete Requirements Class Compressive Strength A, psi SlumpB, Inches Air ContentC, % A 3,000 4.5” – 5.5" - AA 4,000 4.5” – 5.5" - F 3,000D 0.5 - 2" - HES 4,000F - - HPD 4,000 4.5” – 5.5" - P 3,000D and 650E flex 0.5 - 2" - G 3,000 6-9" < 3%G Special The Contract Requirements for the individual Project will addre ss special mix requirements. Notes: 1. Min specified strength shall be achieved by 28 days unless o therwise noted. 2. As determined by AASHTO T 119. 3. Project risk zone requirements apply; see Section 509.2.7.4, “Freeze-Thaw Risk Zones.” 4. Min specified strength shall be achieved by 14 days. 5. Min specified average flexur al strength shall be achieved by 28 days when tested in accordance with AASHTO T 97. 6. Min specified strength shall be achieved in 24 hours, and 75 % of the specified strength shall be achieved in five (5) hours, unless otherwise stated in the Contract. 7. Air entraining admixtures are not allowed. Section 509: Portland Cement C oncrete Mix Designs Page 327 For both Options 1 and 2, Class G concrete shall have the follo wing characteristics: 1. Minimum cementitious content of at least 611 lb; 2. Maximum water/cementitious ratio no greater than 0.44; 3. Combined gradation; 4. Maximum sized aggregate no greater than 0.75 in; 5. Class G mix designs using aggregates with fractured faces sh all include a viscosity modifying admixture. 6. Sand/aggregate ratio between 40% and 42% by total aggregate volume; 7. Maximum air content no greater than three percent (3.0%); 8. No air entrainment agent; 9. Slump range of seven (7.0) inches ± one (1.0) inch, except w hen placing under a drilling fluid; 10. Slump range of eight (8.0) inches ± one (1.0) inch for plac ement under a drilling fluid; and 11. Adjust admixtures for the job site conditions encountered s o that the concrete remains workable and plastic for the two (2) h placement limit.

509.2.7 3 Details for Tables 509.2.7.2:1 & 2, “Concrete Classes for Laboratory Design

of Concrete Mixtures” Tables 509.2.7.2:1 & 2, “Concrete Classes for Laboratory Design of Concrete Mixtures” shall be used for designing conc rete mixes. Section 510.3.1.4, “Plastic Properties” shall be used to evaluate concrete delivered to Department Projects. The Contractor shall use the minimum air content shown below in the Laboratory mix: 1. High Risk Zones: 7.0% 2. Medium Risk Zones: 6.5% 3. Low Risk Zones: 6.0% All new mix designs shall have a minimum over-design compressiv e strength of 1,200 psi greater than the specified compressive strength. For Class F a nd Class P the minimum over- design compressive strength shall be 800 psi greater than the s pecified design strength unless a lower value is calculated using the greater value from either Equation (1) or Equation (2). Class P over-design flexural strength shall be 15% greater than the specified flexural design strength. For Class P, the minimum average flexural strength f or three (3) beams cast in the Laboratory shall be 650 psi at 28 Days, when tested in accordan ce with AASHTO T 97. Option 1 mix designs shall not be adjust based compressive stre ngth statistical analysis. For Option 2 mix designs, annually the Supplier shall determine the minimum allowable average compressive strength for approved mix designs with 15 o r more compressive strength tests, or for similar mix designs mixing from the same facility with the similar air content and compressive strength, and 15 or more compressive strength tests using one (1) of the following equations. The equation that produces the largest va lue shall be used to determine the minimum allowable compressive strength. ) 34.1(' ' s k f fc cr  (1) 500) 33.2(' '  sk f fc cr (2) Where, Section 509: Portland Cement C oncrete Mix Designs Page 328 crf' Minimum Laboratory compressive strength at the specified age. cf' Specified compressive strength. k KK-factor from Table 509.2.7.3:1, “k-Factor for Increasing Sta ndard Deviation,” for standard deviation increase if the total number of tests is less than 30, but equal to or greater than 15. s Standard deviation for the compressive strength tests submitte d of the same specified strength. Table 509.2.7.3:1 k-Factor for Increasing Standard Deviation Total number of tests k-Factor 15 1.16 20 1.08 25 1.03 ≥30 1.00 The Department will allow linear interpolation for an intermedi ate number of tests. A mix that was developed from a history of 15 or more test results fr om the preceding 24 month period is considered an existing mix. A mix developed without historical test results is considered a new mix.

509.2.7 4 Freeze-Thaw Risk Zones

The concrete mixture shall be designed for use in the freeze-th aw zone in which the Project is located. One (1) freeze/thaw cycle is defined as a Day in which the lowest recorded temperature is equal to or less than 25 °F as recorded on the W estern Regional Climate Center database. The web address is www.wrcc.dri.edu . The risk levels are defined as follows: 1. Low-Risk . The annual average number of freeze/thaw cycles is equal to or less than 30 cycles per year; 2. Medium-Risk . The annual average number of freeze/thaw cycles is greater than 30 but less than or equal to 130 cycles per year; and 3. High-Risk . The annual average number of freeze/thaw cycles is greater than 130 cycles per year. Table 509.2.7.4:1, “Statewide Concrete Risk Zones,” shall be u sed to determine the required risk zone. Table 509.2.7.4:1 Statewide Concrete Risk Zones District no. County name Station name Concrete risk zone 1 Dona Ana (County wide) Low 1 Grant (County wide) Low 1 Hidalgo (County wide) Low 1 Luna (County wide) Low 1 Sierra (County wide) Low 1 Socorro (County wide) Medium 2 Chaves (County wide) Low Section 509: Portland Cement C oncrete Mix Designs Page 329 Table 509.2.7.4:1 Statewide Concrete Risk Zones District no. County name Station name Concrete risk zone 2 Curry (County wide) Medium 2 De Baca (County wide) Medium 2 Eddy (County wide) Low 2 Lea (County wide) Low 2 Lincoln (County wide) a Medium 2 Lincoln Ruidoso High 2 Otero (County wide) Medium 2 Roosevelt (County wide) Medium 3 Bernalillo (County wide) a Medium 3 Bernalillo Sandia Crest High 3 Sandoval (County wide) Medium 3 Valencia (County wide) Medium 4 Colfax (County wide) High 4 Guadalupe (County wide) Medium 4 Harding (County wide) Medium 4 Mora (County wide) High 4 Quay (County wide) Medium 4 San Miguel (County wide) Medium 4 Union (County wide) Medium 5 Los Alamos (County wide) Medium 5 Rio Arriba (County wide) High 5 San Juan (County wide) Medium 5 Santa Fe (County wide) Medium 5 Taos (County wide) High 5 Torrance (County wide) Medium 6 Catron (County wide) High 6 Cibola (County wide) High 6 McKinley (County wide) a High 6 Sandoval (County wide) High aExcept as otherwise listed The minimum allowable air cont ent for mix design submittal purp oses is: 1. Six percent (6.0%) for low-risk zones; 2. 6.5% for medium-risk zones; and 3. Seven percent (7.0%) for high-risk zones. The air content shall be confirmed by the pressure method and t he volumetric method in accordance with Section 509.2.7.6, “Mix Design Submittal.”

509.2.7 5 PCC Mixture Development

Section 509: Portland Cement C oncrete Mix Designs Page 330 509.2.7.5.1 Combined Gradation The combined gradation procedure is required for Class F, Class P and Class HPD, and is optional for all other concrete mixes. The aggregates shall evaluated for concrete mixtures prepared for the combined gradation procedures in accordance wi th the following: 1. Coarseness Factor. Determine the Coarseness Factor in accordance with the following equation: 100IQQCF ( 3 ) Where, CFCoarseness Factor. Q Weight of the aggregate retained on or above the 3/8-inch sieve . I Weight of the aggregate passing the 3/8 inch sieve, but retaine d on the No. 8 sieve 2. Workability Factor. The weight of the aggregate passing the No. 8 sieve divided by the weight of the combined gradation, represented as a perce nt. 3. Mortar Factor. The volume of the cement, SCMSCM, water, air, other pozzolans, and aggregate passing the No. 8 sieve divided by the volume of the entire concrete mixture, represented as a percent. 4. Paste Factor. The volume of the cement, fly ash, water, air, and other pozzol ans divided by the volume of the entire concrete mixture, represent ed as a percent. When using the combined gradati on protocol, aggregates shall be proportioned using a 0.45 power curve to achieve a dense and uniform gradation. Coa rse and fine aggregate gradation requirements do not apply. The suggested targets for the Coarseness and Workability Factors for concrete mixtures designed using combin ed gradation are provided in Table 509.2.7.5.1:1, “Recommended Workability Factor and Coarse ness Factor Targets.” Table 509.2.7.5.1:1 Recommended Workability Factor and Coarseness Factor Targets Nominal Maximum Aggregate Size Workability Factor Coarseness Factor 3/4 inch 32 - 36 65 - 75 1/2 inch 40–42 10–20

509.2.7 5.2 Concrete Mix Design Requirements

The concrete mix design shall be proportioned and designed to m eet the following requirements: 1. All concrete mix design subm ittals shall include compressive strengths for the following specified ages: 1.1 3 days; 1.2 7 days; 1.3 14 days; and 1.4 28 days; 2. For concrete classes developed using Option 2, when examined in accordance with Section 509: Portland Cement C oncrete Mix Designs Page 331 the ASTM C457 linear traverse method, hardened air void system characteristics with the exception of Class G and Class HES, shall meet the fol lowing criteria: 2.1 A minimum air conten t of five percent (5.0%); 2.2 A specific surface greater than 600 inches-1; and 2.3 A spacing factor less than 0.008 inch; 3. Ensure that concrete complies with Section 509.2.3.4, “Alkal i-Silica Reactivity,” and Section 509.2.3.4.1, “ASR Mitigation Evaluation Criteria,” as d etermined by the State Materials Bureau; 4. For all concrete classes, chl oride ion permeability at 28 Da ys tested in accordance with ASTM C1202 shall meet the following: 4.1 Less than or equal to 3,000 coulombs for Low-Risk Zones; 4.2 Less than 2,500 coulombs for Medium-Risk Zones; or 4.3 Less than 2,000 coulom bs for High-Risk Zones; 5. For structural concrete classes developed using Option 2, th e durability index shall be determined from at least one (1) prism tested at 28 Days for 300 cycles, in accordance with ASTM C666, Method A. The mix designs shall ha ve a minimum durability index of: 5.1 80 for Low-Risk Zones; 5.2 85 for Medium-Risk Zones; and 5.3 90 for High-Risk Zones; 6. Cure prisms tested for durability index and chloride ion per meability by bathing in lime saturated water at a temperature of 73.3 °F ± 3.0 °F for t he first seven (7) Days followed by 21 Days in lime saturated water at a temperature of 100.0 °F ± 3.0 °F; and 7. The maximum shrinkage value for Class P and HPD concrete mix tures is 0.04% at 28 Days when tested with three (3) inch x four (4) inch x 16 in ch prism or three (3) inch x three (3) inch x ten (10) inch prism and cured in a stan dard cure for the first seven (7) Days. Following the se ven (7) Day initial cure, cure in a relative humidity of 50% and test in accordance with AASHTO T 160. The results s hall be reported in the “comments” field of the mix design submittal form.

509.2.7 6 Mixture Design Submittals

For standard concrete mix designs, complete electronic copy of the NMDOT Concrete Mix Design Submittal Form shall be submitted to the Concrete Unit of the State Materials Bureau for review and approval. Special mix designs and mix de signs with Project specific shall be submitted to the Project Manager for review and approv al by the State Concrete Engineer. The following information shall be included in the mix design submittal: 1. Mix design Option; 2. Supplier name; 3. Production facility physical address, telephone number and e -mail address; 4. Production facility NRMCA Certification # and expiration dat e; 5. PTL’s name; 6. The New Mexico registration number of the professional Engin eer who is responsible for the concre te mixture design Work; 7. A comprehensive Materials lis t and the properties of each co mponent, including: Section 509: Portland Cement C oncrete Mix Designs Page 332 7.1. Aggregates: 7.1.1. Source names; 7.1.2. Specific source locations; 7.1.3. For new aggregate sources, a complete ASTM C295 “Petrogr aphic Examination of Aggregates for Concrete” and an ASTM C294, Constituents of Natural Mineral Aggregates for both the coarse and fine aggregates after completing processing and manufacturing proced ures and the aggregate is ready for use shall be submitted. Include t h e geologic origin of the Material; perform and certify the analys is using a petrographer previously approved by the Department; 7.1.4. AASHTO T 11 - Soundness loss; 7.1.5. AASHTO T 335 - Percent of Fractured Faces for the coarse aggregate; 7.1.6. Gradations, including AASHTO T 11; 7.1.7. AASHTO T 85 - Bulk saturat ed surface dry specific gravit ies; 7.1.8. AASHTO T 96 - Los Angeles wear abrasion; 7.1.9. AASHTO M 6 - Fineness modulus; 7.1.10. AASHTO T 84 - Aggregate absorption; 7.1.11. AASHTO T 152 - Aggregate correction factor; 7.1.12. AASHTO T 176 - Sand equivalent of fine aggregate; 7.1.13. AASHTO T 112 - Clay lumps content; and 7.1.14. AASHTO T 21 - Organic impurity content, including soft fragments, coal and lignite, flat or elongated piec es, and other Deleterious su bstances; 7.2. Cement: 7.2.1. Supplier name; 7.2.2. Specific source name; and 7.2.3. Specific cement type; 7.3. SCMSCM: 7.3.1. Supplier name; 7.3.2. Specific source name; and 7.3.3. Specific SCM type; 7.4. Blended Cement: 7.4.1. Cement supplier name; 7.4.2. Specific cement source name; 7.4.3. Cement type; 7.4.4. SCM supplier name if different than the cement supplier name; 7.4.5. Specific SCM source name; 7.4.6. Specific SCM type; and 7.4.7. Percent SCM; 8. Concrete mixture proportions; state clearly if submitting re quest under the combined gradation provisions; 9. Water/cementitious ratios; 10. Type and amount of admixtures; use admixtures on the Depart ment’s Approved Products List ; 11. Water source and location; include pH, available alkalis, a nd a full chemical Section 509: Portland Cement C oncrete Mix Designs Page 333 analysis, if the water source is not a certified NMED public po table water supply; 12. Plastic Concrete Properties: 12.1. Air temperature; 12.2. Concrete temperature; 12.3. Slump; when using super-plasticizer, document the slump b efore and after addition of the super-plasticizer; 12.4. Unit weight; 12.5. Air content measured in accordance with AASHTO T 152 or A ASHTO T 121; and 12.6. When using super-plasticiz er, document the measured air c ontent before and after adding the super-plasticizer); 13. Hardened Concrete Properties: 13.1. New Concrete Mixtures: 13.1.1. Compressive strength tests (the average of three (3) cy linders tested at three (3) Days, seven (7) Days, 14 Days and 28 Days); 13.1.2. Type of fracture of each cylinder; 13.1.3. Flexural strength test results for Class P (average of three (3) beams) 13.1.4. Durability index (for structural mixes only); 13.1.5. Hardened air void analysis (for structural mixes only); 13.1.6. Rapid Chloride Permeability (for structural mixes only) ; and 13.1.7. Expansion data from AASHTO T 303 or ASTM C1260 or C1567 ; 13.2. Existing Concrete Mixtures: 13.2.1. Resubmit original mix design, updated aggregate propert ies, and compressive strength statistical data when available in accorda nce with 13.3. Incidental Concrete Mix Des igns (Only for specific Projec ts) are concrete mixes intended for Projects that anticipate less than 150 CY of each concrete class. Incidental Mix Designs shall be proportioned in accorda nce with the Section and shall be approved based on the following: 13.3.1. Compressive strength data (field performance data if us ing the mix within the previous 24 months, or Laboratory mix performance da ta not using it in the field); and 13.3.2. Air content, as measured by the pressure method or the volumetric method; when using superplastici zer, show the air content befor e and after adding superplasticizer.

509.2.7 7 Mixture Design Approval

The Department will require 14 Days to review the submittal pac kages after receipt by the State Materials Bureau of all required information. The Department will approve Option 1 mix designs for a period o f one (1) year from the date of issuance upon verification of compliance with all requi rements. Option 1 designs are required to be fully renewed each year prior to use on NMDOT Pr ojects, or may be resubmitted under Option 2 wi th the additional testing required for Option 2. The Department will approve Option 2 mix designs for a period o f one (1) year from the date of issuance upon verification of compliance with all requi rements. A minimum of 30 Days Section 509: Portland Cement C oncrete Mix Designs Page 334 before the one (1) year approval expires, the Supplier may requ est that the mix design be reissued. The Supplier shall provide test reports showing that the mix design met specification requirements during the issue per iod. Option 2 mix designs may be re-approved for no more than four (4) additional years. At the discretion of the State Concrete Engineer, a mixture can be adjusted without re- batching by using “cement efficien cy” calculations to determine the amount of change to the cement and the total cementitious content that is necessary to achieve the desired level of performance. When this procedure is allowed, the ratio of SCM to cement ratio will remain unchanged, the water content will remain unchanged, and the agg regates will be adjusted without changing the overall gradation to accommodate the chang es in volume from changes made to the cement. All changes made by this method shall be a pproved by the State Concrete Engineer before being implemented in the field. The approved mix design’s consti tuent Materials shall not be ch anged without the State Concrete Engineer’s written ap proval. The approved mix design’ s constituent Materials shall not be changed without the State Concrete Engineer’s written ap proval.

509.2.7 8 Suspension and Revocation of Mix Design Approval

Mix design approval may be suspended by the State Concrete Eng ineer at any time during the approval period for any of the following reasons: 1. Unauthorized changes to the constituent Materials or proport ions; 2. Conditions of the Supplier’s Equipment or Quality Control ad versely affects the strength or other properties of the concrete; 3. Drop in the statistical averages of the concrete below the m inimums required for Acceptance in accordance with S ection 510.3.5, “Acceptance;” an d 4. Test cores indicate the mix is not performing as designed or is not meeting the specified design strength as det ermined in accordance with Sect ion 510.3.5.4.1, “Testing Cores.” If a mix design approval is su spended or revoked, it shall not be Accepted for use on any Department construction Project. In the event that a mix desi gn approval is suspended for reaso n s 1 o r 2 , a l l o f t h e Supplier’s mix designs approvals may be suspended until such ti me that is demonstrated that the root cause for the suspension has been corrected. The State Concrete Engineer will only consider a request to re instate an approval after the Contractor has submitted and implemented a comprehensive “C orrective Action Plan” to address and correct the reason( s) for the suspension. If the “Corrective Action Plan” fails to adequately address an d correct the reason(s) for the suspension, the approval may be permanently revoked by the State Concrete Engineer. The mix design will then be required to be resubmitted in its e ntirety as a new mix design with updated comprehensive testing.

509.3 Construction Requirements

Concrete or concrete items shall be constructed in accordance with the section of these Standard Specifications for wh ich the concrete is used.

509.4 Method of Measurement

The Department will measure conc rete or concrete items in acco rdance with the section of these Standard Specifications f or which the concrete is used .

509.5 Basis of Payment

The Department will pay for concre te or concrete items in accor dance with the section of these Standard Specifications for which the concrete is used. Section 510: Portland Ce ment Concrete Page 336