700part1.pdf

DIVISION 700

Materials

Section 701—Cement, Grout, & Mortar

701.01 Cement

Ensure that cement meets requirements in the following specifications:

(a) Portland Cement. Ensure that Portland cement meets requirements specified in

AASHTO M 85.

(b) Blended Hydraulic Cements, Excluding Types S & SA. Ensure that they meet requirements specified in AASHTO M 240.

(c) Masonry Cement. Ensure that masonry cement meets requirements specified in ASTM C 91.

Fly ash or pozzolan may be substituted for Portland cement, provided the propor-tions of cement and fly ash or pozzolan conform to the requirements specified in Section 552 or 602.

When blended cement (AASHTO M 240) is proposed for use, meet all requirements for fly-ash-modified concrete in the applicable sections.

Ensure that fly ash or pozzolan materials conform to the requirements specified in Subsection 725.04.

Use the product of only one manufacturing plant and only one brand of any one type of Portland cement on the project.

Store the cement and protect it against dampness. Reject cement that for any reason has become partially set or that contains lumps of caked cement. Do not use cement salvaged from discarded or used bags.

701.02 High-Strength Nonshrink Grout

Furnish grout that is packaged and ready for use with the addition of water at the construction site. Ensure that each bag is stamped to show the last date on which it may be used. Use grout that consists of a hydraulic cementitious system, graded and processed natural fine aggregate, and additional technical components such that the product meets the following conditions:

(a) It is free of inorganic accelerators, including chlorides.

(b) It is free of oxydizing catalysts.

(c) It is free of gas-producing agents.

(d) When mixed to 130 percent flow on flow table (ASTM C 230 at 10 drops), it does not reduce in linear dimension when tested in accordance with ASTM C 157. Take measurements at 72 hours and 7 days.

(e) It produces no bleeding for the first 2 hours after mixing when mixed to 130 percent flow on flow table (ASTM C 230 at 10 drops), as tested in accordance with ASTM C 232.

(f) It has a minimum strength as follows when tested in accordance with

ASTM C 109:

(1) After 72 hours, 25 MPa.

(2) At 7 days, 40 MPa.

(3) After 28 days, 50 MPa.

Provide performance characteristics at 115 to 120 percent flow on flow table (ASTM C 230 at 10 drops).

(g) It must be designed, as stated by the manufacturer, to be mixed, placed, and cured at atmospheric temperatures of 5 °C to 30 °C. Submit products proposed for use for approval by the CO, and accompany them with manufacturer’s submittals substantiating all requirements in this subsection, including graphs or charts showing the time, temperature, and humidity requirements for curing to achieve the specified grout strengths; and recommendations for storage, mixing, application, and curing procedures.

701.03 Low-Strength Grout

Furnish grout mixtures that conform to the following for the type or types SHOWN

ON THE DRAWINGS:

(a) Hydraulic Cement Grout. Furnish a mixture of Portland cement, fine aggregate, water, expansive admixture, and/or fly ash such that the product meets the following requirements:

Section 701

(1) 7-day compressive strength, AASHTO T 106........... 4 MPa min.

(2) Flow, FLH T 502 or ASTM C 939, conforming to the following:

(a) Time of efflux1 .................................................... 16 to 26 seconds

1A more fluid mix having a flow cone time of efflux from 9 to 15 seconds may be used during initial injection.

Submit the following with the Certificate of Compliance:

• Mill certifications for the cement.

• Physical and chemical analysis for the pozzolans.

• Independent laboratory test results (1-day, 3-day, and 7-day strengths, flow cone times, shrinkage and expansion observed, and time of initial set).

(b) Plaster Mix (Grout). Ensure that plaster mix (grout) conforms to the following:

(1) Adhesive strength, 28-day, sheer bond adhesion testing method........................................................... 2 MPa min.

(2) Freeze-thaw resistance, ASTM C 666, method B...... No cracks or delami-nation after 300 cycles

(3) Accelerated weathering, 5,000-hour.......................... No visible defects

(4) Slat spray resistance, 300-hour.................................. No deterioration or loss of adhesion

(5) Absorption, ASTM C 67...........................................3.5% max.

(6) Flexural strength, ASTM C 348, 28-day....................6.8 MPa min.

(7) Compressive strength, AASHTO T 106, 28-day........27.5 MPa min.

(c) Portland Cement Grout. Furnish one part Portland cement and three parts sand. Thoroughly mix with water to produce a thick, creamy consistency.

701.04 Mortar

Furnish mortar that is packaged and ready for use with the addition of water at the construction site. Ensure that each bag is stamped to show the latest date on which it may be used. Use mortar that consists of a cementitious system made up of:

(a) Natural aggregate, 10 mm in maximum size, that meets the requirements specified in ASTM C 33 except for grading. Accomplish grading by blending sieve sizes to obtain the optimum density.

(b) Metallic aggregate free from nonferrous material, soluble alkaline com-pounds, and visible rust.

(c) Water reducers, workability agents, air-entraining agents, and catalysts.

Blend the materials to minimize bleeding, increase workability, resist exposure to freeze-thaw cycles and deicing salts, and prevent shrinkage within and at the perimeter of the patch, keyway, or other area to be filled.

Ensure that the minimum compressive strength of the mortar, as tested by ASTM C 109 for a 75-mm slump, is:

• 24-hour ................................................................................. 35 MPa

• 7-day.................................................................................... 60 MPa

• 28-day.................................................................................. 70 MPa

Ensure that the durability of the products when tested at 300 cycles, ASTM C 666, procedure A, is:

Submerged in: DF (%)

Water 98

5% CaCl2 solution 95

5% NaCl solution 85

Ensure that the scaling resistance has a rating of 3, Moderate Scaling, after 50 cycles when tested in accordance with ASTM C 672.

Provide certification from the manufacturer that the product is compatible for work that is 25 mm or more in depth and more than 25 mm in width; and where the mixing, placing, and curing temperatures may range from 5 °C to 30 °C.

Submit products proposed for use to the CO for approval, and accompany them with the manufacturer’s submittals substantiating all requirements in this section, including (1) graphs or charts showing the time, temperature, humidity, and curing requirements to achieve mortar strengths equal to the adjacent concrete; and

(2) complete recommendations for storage, mixing, application, and curing procedures.

701.05 Polymer Grout

Furnish a polymer binder and fine aggregate in the proportions recommended by the polymer manufacturer with a minimum compressive strength of 25 MPa in 4 hours.

Section 702—Bituminous Material

702.01 Asphalt Cement

Ensure that asphalt cement conforms to AASHTO M 20 or M 226, AASHTO MP 1, or applicable State department of transportation specifications for asphalt materials for the grade specified. When modified asphalt cement is used, test it in accordance with AASHTO PP 5.

702.02 Cutback Asphalt

Ensure that cutback asphalt conforms to the following specifications:

(a) Rapid-curing, AASHTO M 81.

(b) Medium-curing, AASHTO M 82.

(c) Slow-curing, ASTM D 2026.

702.03 Emulsified Asphalt

Ensure that anionic emulsified asphalt conforms to AASHTO M 140, and cationic emulsified asphalt to AASHTO M 208, except as specified below. When specified for tack coat, an equivalent anionic grade emulsion may be substituted for a cationic grade, and vice versa. Unless otherwise noted, test the emulsion in accordance with the procedures in AASHTO T 59.

(a) CRS–2 Emulsions. Ensure that CRS–2 emulsions conform to

AASHTO M 208.

(b) CRS–1h & CRS–2h Emulsions. Ensure that CRS–1h and CRS–2h emulsions conform to the requirements of CRS–1 and CRS–2, respectively, except as follows:

(1) Penetration, 25 °C, 100 g, 5-second............................ 40 to 90 mm

(c) CMS–2 & CMS–2h Emulsions. Ensure that CMS–2 and CMS–2h emulsions conform to AASHTO M 208; but in table 1, revise the percent of oil distillate as follows:

(1) Oil distillate, by volume of emulsion........................... 5 to 12%

(d) Quick-Set Emulsions. Ensure that quick-set emulsions conform to the following:

(1) Viscosity, Saybolt Furol at 25 °C...................................... 20 to 100 seconds

(2) Residue by distillation......................................................57% min.

(3) Sieve test..........................................................................0.10% max.

(4) Tests on residue from distillation:

(a) Penetration, 25 °C, 100 g, 5-second, AASHTO T 49 ............................................................ 40 to 100 mm

(b) Solubility in trichloroethylene, AASHTO T 44...........97.5% min.

(c) Ductility, 25 °C, 50 mm per minute, AASHTO T 51 ... 40 mm min.

(e) CRS–2 Polymer-Modified Emulsions. Ensure that polymer-modified emulsions conform to the following:

(1) Viscosity, 50 °C, Saybolt Furol........................................100 to 400 seconds

(2) Storage stability test after 24 hours...................................1.0% max.

(3) Demulsibility....................................................................40% min.

(4) Particle charge..................................................................Positive

(5) Sieve test.......................................................................... 0.3% max.

(6) Residual by distillation.....................................................65% max.

(7) Oil distillate by volume of emulsion................................. 3% max.

(8) Test on residue from distillation:

(a) Penetration, 25 °C, 100 g, 5-second............................ 90 to 200 mm

(b) Solubility in trichloroethylene....................................97.5% min.

(c) Torsional recovery, CAL TRANS test no. 332...........18% min.

or toughness/tenacity N•m1 ........................................5.6/2.8 min.

1 Benson Method of Toughness and Tenacity, Scott tester, mm-kg at 25 °C, 500 mm per minute pull. Tensionhead 22 mm diameter (ASTM D 4, proposed P 243).

Section 702

Ensure that polymer is milled into the emulsion during the manufacturing process.

702.04 Application Temperatures

Apply asphalts within the temperature ranges shown in table 702-1.

Table 702-1.—Application temperatures, range (°C).

a. The maximum temperature at which fogging or foaming does not occur.

b. Temperature of mix immediately after discharge.

c. Temperature may be above flash point. Take precautions to prevent fire or explosion.

d. For fog seals and tack coats.

702.05 Recycling Agent

Use recycling agents that conform to ASTM D 4552, or use a preapproved petro-leum product additive that restores aged asphalt to the required specifications.

702.06 Asphalt Mastic

Use asphalt mastic that conforms to AASHTO M 243.

Temperature Ranges (minimum–maximum)

Type and Grade of Asphalt

Spraying Temperatures

Mixing Temperatures b

Cutback asphalt:

MC–30 30– a – RC, MC, or SC–70 50– a – RC, MC, or SC–250 75– a 60–80 c

RC, MC, or SC–800 95– a 75–100 c

RC, MC, or SC–3000 110– a 80–115 c

Emulsified asphalt:

RS–1 20–60 –

RS–2 50–85 –

MS–1 20–70 20–70

MS–2, –2h – 20–70 HFMS–1, –2, –2h, –2s 20–70 10–70 SS–1, –1h; CSS–1, –1h 20–70 d 20–70 CRS–1, –1h 50–85 – CRS–2, –2h, –2 modified 60–85 – CMS–2, –2h 40–70 50–60

Asphalt cement, all grades 180 max. 180 max.

702.07 Antistrip Additive

(a) Furnish commercially produced heat-stable liquid products that have the chemical and physical properties when added to an asphalt to prevent separation of the asphalt from aggregates.

(b) Furnish cement that conforms to Subsection 701.01 or fly ash that conforms to Subsection 725.04.

(c) Furnish hydrated lime conforming to Subsection 725.03.

702.08 Cold Asphalt Concrete

Provide an asphalt concrete mixture composed of crushed stone or gravel and asphalt cement mixed in an approved plant. Ensure that the gradation and quality of the aggregate and the grade and quality of asphalt binder conform to those normally used in the construction of highways by Federal or State agencies.

Do not use an aggregate asphalt mixture that strips. Use an asphalt grade that leaves the mix pliable and workable at a temperature of –10 °C.

Section 703—Aggregate

703.01 Fine Aggregate for Portland Cement Concrete

As fine aggregate, use sand that conforms to the requirements shown below.

(a) For structural concrete, fine aggregate is sand that conforms to AASHTO M 6, class B, but limit the material that passes the 75-µm sieve to

3.0 percent. Also meet the supplementary requirements of AASHTO M 6 for reactive aggregates. Use material that conforms to sand equivalent value, AASHTO T 176, alternate method number 2, 75 minimum.

(b) For structural concrete, lightweight fine aggregate is sand that conforms to AASHTO M 195, where applicable.

(c) For minor concrete structures, meet requirements specified in

AASHTO M 6.

703.02 Coarse Aggregate for Portland Cement Concrete

Furnish coarse aggregate that conforms to the requirements listed below.

(a) For structural concrete, furnish coarse aggregate that conforms to AASHTO M 80, class A, but use aggregates with a percentage of wear that is not more than 40 percent, in accordance with AASHTO T 96. In concrete used in bridge decks or for paving, do not use aggregates known to polish, or carbonate aggregates containing by weight less than 25 percent insoluble residue, as determined by ASTM D 3042.

Ensure that the adherent coating on the aggregate does not exceed

1.0 percent when tested in accordance with FLH T 512.

(b) For structural concrete, furnish lightweight coarse aggregate that conforms to AASHTO M 195, when applicable.

(c) For minor concrete structures, aggregate must meet AASHTO M 80 and the class designations that are appropriate for end use and weathering exposure.

703.03 Granular Backfill

(a) Coarse Granular Backfill. Furnish backfill material that conforms to AASHTO M 80, class E, and AASHTO M 43, grading number 3, 4, 5, 7, 57, or 67.

Minor variations in the gradation and the deleterious substance content are subject to approval by the CO.

(b) Fine Granular Backfill. Furnish backfill material that conforms to AASHTO M 6. The soundness test is not required. Minor variations in the gradation and the deleterious substance content are subject to approval by the CO.

703.04 Sheathing Material

Furnish either fine aggregate meeting gradation requirements of AASHTO M 6, or coarse aggregate consisting of sound, durable particles of gravel, slag, or crushed stone, as specified in table 703-1.

703.05 Subbase, Base, & Surface Course Aggregate

(a) General. Furnish aggregates that consist of hard, durable particles or fragments of crushed stone, crushed slag, or crushed gravel meeting the appropriate gradation, as shown in table 703-2 or 703-3, and conforming to the following:

(1) Los Angeles abrasion, AASHTO T 96......................40% max.

(2) Sodium sulfate soundness loss (five cycles), AASHTO T 104........................................................12% max.

(3) Durability index (coarse), AASHTO T 210............... 35 min.

(4) Durability index (fine), AASHTO T 210................... 35 min.

(5) Fractured faces, FLH T 507.......................................50% min.

Furnish a material that is free from organic matter and lumps or balls of clay. Do not use material that breaks up when alternately frozen and thawed or wetted and dried.

Obtain the aggregate gradation by crushing, screening, and blending processes as necessary. Ensure that fine aggregate (material passing the 4.75-mm sieve) consists of natural or crushed sand and fine mineral particles.

Section 703

Table 703-1.—Sheathing material gradation.

Sieve Designation

% by Weight Passing Standard Sieves

(AASHTO T 11 and T 27)

75 mm 100 19 mm 50–90

4.75 mm 20–50 75 µm 0.0–2.0

Table 703-2.—Gradation TV ranges for subbase and base.

Section 703

Table 703-3.—Gradation TV ranges for surface courses.

Note: Allowable deviations (±) from TV are shown in parentheses. If the plasticity index (PI) is greater than 0, the TV range for the 75-µm sieve size is 6–12 (± 4).

Note: Allowable deviations (±) from TV are shown in parentheses.

% by Mass Passing Designated Sieve (AASHTO T 27 and T 11)

Grading Designation

Sieve Size

A (Subbase)

B (Subbase)

C (Base)

D (Base)

E (Base)

63 mm 100 – – – –

50 mm 97–100 100 100 – –

37.5 mm – 97–100 97–100 100 –

25 mm 65–79 (6) – – 97–100 100

19 mm – – 67–81 (6) – 97–100

12.5 mm 45–59 (7) – – – –

9.5 mm – – – 56–70 (7) 67–79 (6)

4.75 mm 28–42 (6) 40–60 (8) 33–47 (6) 39–53 (6) 47–59 (7)

425 µm 9–17 (4) – 10–19 (4) 12–21 (4) 12–21 (4)

75 µm 4.0–8.0 (3)0.0–12.0 (4) 4.0–8.0 (3) 4.0–8.0 (3) 4.0–8.0 (3)

% by Mass Passing Designated Sieve (AASHTO T 27 and T 11)

Grading Designation

Sieve Size F G

37.5 mm 100 –

25 mm 97–100 100

19 mm 76–89 (6) 97–100

9.5 mm 56–68 (6) 70–80 (6)

4.75 mm 43–53 (7) 51–63 (7)

1.18 mm 23–32 (6) 28–39 (6)

425 µm 15–23 (5) 19–27 (5)

75 µm 10–16 (4) 10–16 (4)

(b) Subbase & Base Aggregates. Furnish subbase or base aggregate that conforms to specifications in Subsection 703.05(a), and to the following:

(1) Liquid limit, AASHTO T 89..................................... 25 max.

(2) Plastic limit, AASHTO T 90.....................................Nonplastic

(c) Surface Course Aggregate. Furnish surface course aggregate that conforms to specifications in Subsection 703.05(a), and to the following:

(1) Liquid limit, AASHTO T 89..................................... 35 max.

(2) Plasticity index, AASHTO T 90:

(a) If the percent passing the 75-µm sieve is less than 12%............................................................. 2 to 9

(b) If the percent passing the 75-µm sieve is greater than 12%

Do not furnish material that contains asbestos fibers.

703.06 Crushed Aggregate

Furnish crushed hard, durable particles or fragments of stone or gravel meeting the size and quality requirements for crushed aggregate material normally used locally in the construction and maintenance of highways by Federal or State agencies.

Furnish crushed aggregate with a maximum size of 25 mm as determined by AASHTO T 27 and AASHTO T 11. Furnish crushed aggregate that is uniformly graded from coarse to fine and is free of organic matter and lumps or balls of clay.

703.07 Hot Asphalt Concrete Pavement Aggregate

Aggregate for hot asphalt concrete pavement consists of hard, durable particles or fragments of crushed stone, crushed slag, or crushed gravel.

Size, grade, and combine the aggregate fractions for the mixture in proportions such that the resulting composite blend conforms to the gradation shown in table 703-4 for the grading designated.

Furnish a blend that is reasonably free from organic or other deleterious material and does not contain more than 1.0 percent clay lumps and friable particles when tested in accordance with AASHTO T 112.

Section 703

Local State department of transportation requirements for gradation and quality of hot asphalt concrete pavement may be substituted for the above requirements when

DESIGNATED IN THE SCHEDULE OF ITEMS.

Table 703-4.—Aggregate gradation requirements for hot asphalt concrete pavement.

Section 703

(a) Coarse Aggregate. Coarse aggregate (aggregate retained on the 4.75-mm sieve) consists of crushed stone, crushed slag, or crushed gravel that conforms to the following:

(1) Los Angeles abrasion, AASHTO T 96......................40% max.

(2) Sodium sulfate soundness loss (five cycles), AASHTO T 104........................................................12% max.

(3) Fractured faces, FLH T 507.......................................75% min.

(4) Durability index (coarse), AASHTO T 210............... 35 min.

% by Weight Passing Designated Sieve (AASHTO T 27 and T 11)

Grading Designation

Sieve Size A B D F

50 mm – – – –

37.5 mm 100 – – –

25 mm 97–100 100 – –

19 mm – 97–100 100 –

12.5 mm – 76–88 97–100 –

9.5 mm 53–70 – – 100

4.75 mm 40–52 49–59 57–69 33–47

2.36 mm 25–39 36–45 41–49 7–13

600 µm 12–22 20–28 22–30 –

300 µm 8–16 13–21 13–21 –

75 µm 3–8 3–7 3–8 2–4

Do not use aggregates known to polish, or carbonate aggregates containing by weight less than 25 percent insoluble residue when tested in accordance with

ASTM D 3042.

(b) Fine Aggregate. Fine aggregate (aggregate that passes a 4.75-mm sieve) consists of natural sand, stone screenings, slag screenings, or a combination thereof conforming to AASHTO M 29. Exclude the grading requirements and include the sodium sulfate soundness test and the following:

(1) Durability index (fine), AASHTO T 210................... 35 min.

(2) Sand equivalent value, AASHTO T 176, alternate method number 2....................................................... 45 min.

(c) Lightweight Aggregate (Slag). Only use crushed slag that conforms to the quality requirements specified in AASHTO M 195. Other kinds or types of lightweight aggregates covered in AASHTO M 195 are not permitted.

703.08 Cold Asphalt Concrete Pavement Aggregate

Furnish aggregate for cold asphalt concrete pavement consisting of hard, durable particles or fragments of crushed stone, crushed slag, or crushed gravel.

Size, grade, and combine the aggregate fractions for the mixture in proportions such that the resulting composite blend conforms to the applicable gradation requirements shown in table 703-5 for dense-graded mixtures and table 703-6 for open-graded mixtures.

Ensure that the composite blend is reasonably free from organic or other deleterious material and contains less than 1.0 percent clay lumps and friable particles when tested in accordance with AASHTO T 112.

(a) Coarse Aggregate. Furnish coarse aggregate consisting of crushed stone, crushed slag, or crushed gravel that conforms to the following:

(1) Los Angeles abrasion, AASHTO T 96......................40% max.

(2) Sodium sulfate soundness loss (five cycles), AASHTO T 104........................................................12% max.

(3) Fractured faces, FLH T 507.......................................75% min.

(4) Durability index (coarse), AASHTO T 210............... 35 min.

Do not use aggregates known to polish, or carbonate aggregates containing by weight less than 25 percent insoluble residue, in accordance with ASTM D 3042.

Table 703-5.—Aggregate gradation requirements and TV ranges for dense-graded cold bituminous pavement.

Note: Allowable deviations (±) from TV are shown in parentheses.

Table 703-6.—Aggregate gradation requirements and TV ranges for open-graded cold bituminous pavement.

Note: Allowable deviations (±) from TV are shown in parentheses.

% by Weight Passing Designated Sieve (AASHTO T 27 and T 11)

Grading Designation

Sieve Size DA DB DC DD DE

50 mm 100 – – – –

37.5 mm 95–100 100 – – –

25 mm – 95–100 100 – – 19 mm 60–80 (7) – 95–100 100 –

12.5 mm – 60–80 (7) – 95–100 100

9.5 mm – – 60–80 (7) – 95–100

4.75 mm 20–55 (7) 25–60 (7) 35–65 (7) 45–70 (7) 60–80 (7)

2.36 mm 10–40 (6) 15–45 (6) 20–50 (6) 25–55 (6) 35–65 (6) 300 µm 2–16 (4) 3–18 (4) 3–20 (4) 5–20 (4) 6–25 (4) 75 µm 0–5 (3) 1–7 (3) 2–8 (3) 2–9 (3) 2–10 (3)

% by Weight Passing Designated Sieve (AASHTO T 27 and T 11)

Grading Designation

Sieve Size OA OB OC OD

37.5 mm 100 – – – 25 mm 95–100 100 – – 19 mm – 95–100 100 –

12.5 mm 25–65 (7) – 95–100 100

9.5 mm – 20–55 (7) 35–40 (7) 85–100 (7)

4.75 mm 0–10 (5) 0–10 (5) – –

2.36 mm 0–5 (3) 0–5 (3) 3–7 (3) –

1.18 mm – – – 0–5 (3)

75 µm 0–2 (1) 0–2 (1) 0–1 (1) 0–2 (1)

(b) Fine Aggregate. Furnish fine aggregate consisting of natural sand, stone screenings, slag screenings, or a combination thereof conforming to AASHTO M 29. Exclude the grading requirements and include the sodium sulfate soundness test and the following:

(1) Durability index (fine), AASHTO T 210................... 35 min.

(2) Sand equivalent value, AASHTO T 176, alternate method number 2....................................................... 35 min.

703.09 Asphalt Surface Treatment Aggregate

Furnish aggregate for single and multiple surface treatment courses consisting of hard, durable particles or fragments of crushed stone, crushed slag, or crushed gravel.

Size, grade, and combine the aggregate fractions to conform to specifications in table 703-7 for the gradation designated. Ensure that the composite blend is reasonably free from organic or other deleterious material and contains less than

1.0 percent clay lumps and friable particles when tested in accordance with

AASHTO T 112.

Table 703-7.—Aggregate gradation requirements for single- and multiple-course surface treatments.

Use only one type of aggregate on a project, and ensure that aggregates meet the following quality requirements:

Section 703

% by Weight Passing Designated Sieve (AASHTO T 27 and T 11)

Grading Designation

Sieve Size A B C D E F

37.5 mm 100 – – – – – 25 mm 90–100 100 – – – – 19 mm 0–35 90–100 100 – – –

12.5 mm 0–8 0–35 90–100 100 – –

9.5 mm – 0–12 0–35 85–100 100 100

4.75 mm – – 0–12 0–35 85–100 85–100

2.36 mm – – – 0–8 0–23 –

75 µm 0–2 0–2 0–2 0–2 0–2 0–10

(a) Los Angeles abrasion, AASHTO T 96......................40% max.

(b) Sodium sulfate soundness loss, AASHTO T 104.......12% max.

(c) Loose unit weight shoveling procedure, AASHTO T 19M ......................................................1,100 kg/m3 min.

(d) Coating and stripping of bitumen-aggregate mixtures, AASHTO T 1821 .......................................95% min.

(e) Fractured faces, FLH T 507.......................................75% min.

(f) Flakiness index, FLH 508.......................................... 30 max.

(g) Durability index (coarse), AASHTO T 210............... 35 min.

(h) Durability index (fine), AASHTO T 210................... 35 min.

(i) Adherent coating on the aggregate, FLH T 512.........0.5% max.

1An approved chemical additive may be used to meet this requirement.

Do not use lightweight aggregate as defined in AASHTO M 195.

703.10 Slurry Seal Aggregate

For slurry seals, furnish aggregate that is a natural or manufactured sand, slag, crushed fines, or other mineral aggregate conforming to table 703-8 and the following:

(a) Los Angeles abrasion, AASHTO T 96......................35% max.

(b) Sand equivalent value, AASHTO T 176, alternate method number 2....................................................... 45 min.

(c) Sand content by weight of total combined aggregate with < 1.25% water absorption..................................50% max.

(d) Sodium sulfate soundness loss, AASHTO T 104.......12% max.

(e) Fine durability index, AASHTO T 210......................60% max.

Ensure that aggregate gradation is as shown in table 703-8 for the type specified.

Table 703-8.—Slurry seal aggregate gradation requirements and application rates.a

a. Based on the dry weight of the aggregate.

Section 703

Table 703-9.—Choker aggregate gradation.

703.11 Choker Aggregate

Furnish aggregate for choker consisting of hard durable particles or fragments of crushed gravel or crushed stone meeting the gradation shown in table 703-9. Furnish a material that is free from organic matter and clay balls and has a minimum sand equivalent value of 75, as determined by AASHTO T 176, referee method.

703.12 Blotter

Furnish aggregate for blotter material consisting of sound, durable particles of gravel or crushed stone with a gradation such that all particles will pass a sieve with 9.5-mm square openings. Furnish material that is free from organic matter and has a liquid limit, established by AASHTO T 89, of less than 25.

703.13 Aggregate for Lean Concrete Backfill

Furnish hard, clean, durable, nonplastic, nonorganic, nonreactive aggregate.

% by Weight Passing Designated Sieve (AASHTO T 27 and T 11)

Type of Slurry Seal

Sieve Size I II III

9.5 mm – 100 100

4.75 mm 100 90–100 70–90

2.36 mm 90–100 65–90 45–70

1.18 mm 65–90 45–70 28–50

600 µm 40–65 30–50 19–34 300 µm 25–42 18–30 12–25 150 µm 15–30 10–21 7–18 75 µm 10–20 5–15 5–15

Application rate (kg/m ) 2

3.3–5.5 5.5–8.2 ≥ 8.2

Sieve Size

% by Weight Passing Designated Sieve

(AASHTO T 27 and T 11)

9.5 mm 100

4.75 mm 70–100

75 µm 0.0–5.0

a. Establish TV’s as part of the job-mix formula. Establish aggregate gradation TV’s to the nearest 0.1 percent.

b. Plus or minus from established TV’s.

Table 703-10.—Superpave requirements for 12.5-mm nominal size aggregate.

703.14 Superpave Asphalt Concrete Pavement Aggregate

Furnish hard, durable particles, or fragments of crushed stone, crushed slag, or crushed gravel conforming to the following:

(a) Los Angeles abrasion, AASHTO T 96......................35% max.

(b) Sodium sulfate soundness loss, AASHOT T 104 (five cycles)...............................................................12% max.

(c) Durability index, AASHTO T 210 (coarse and fine)........................................................ 35 min.

(d) Fractured faces, FLH T 507....................................... 55 min.

(e) Sand equivalent value, AASHTO T 176, alternate method number 2....................................................... 40 min.

(f) Size, grade, and combine the aggregate fractions for the mixture in propor-tions such that the resulting composite blend is located between the control points for the appropriate nominal maximum size of aggregate shown in table 703-10, 703-11, or 703-12, and figure 703-1, 703-2, or 703-3. The nominal maximum size is one sieve size greater than the first sieve to retain more than 10 percent of the combined aggregate. Use the appropriate table and figure in accordance with the nominal maximum size of aggregate. The gradation should not pass through the restricted zone when plotted. Test in accordance with AASHTO T 11 and T 27.

Sieve Size (mm)

Control Points

0.45 Chart Max.

Density

Restricted Zone

Min. Max.

Boundary Boundary TV’s

Allowable Deviation b

19.00 – 100.0 100.0 – – – –

12.50 100.0 90.0 82.8 – – – –

9.50 – – 73.2 – – – –

4.75 – – 53.6 – – –a 6

2.36 58.0 28.0 39.1 39.1 39.1 –a 6

1.18 – – 28.6 25.6 31.6 – –

0.60 – – 21.1 19.1 23.1 –a 4

0.30 – – 15.5 15.1 15.1 –a 3

0.15 – – 11.3 – – – –

0.075 10.0 2.0 8.3 – – –a 2

Figure 703-1.—Gradation chart for 12.5-mm nominal size aggregate.

Table 703-11.—Superpave requirements for 19-mm nominal size aggregate.

a. Establish TV’s as part of the job-mix formula. Establish aggregate gradation TV’s to the nearest 0.1 percent.

b. Plus or minus from established TV’s.

Sieve Size (mm)

Control Points

0.45 Chart Max.

Density

Restricted Zone

Min. Max.

Boundary Boundary TV’s

Allowable Deviation b

25.00 – 100.0 100.0 – – – –

19.00 100.0 90.0 88.4 – – – –

12.50 – – 73.2 – – – –

9.50 – – 64.7 – – – –

4.75 – – 47.4 – – –a 6

2.36 49.0 23.0 34.6 34.6 34.6 –a 6

1.18 – – 25.3 22.3 28.3 – –

0.60 – – 18.7 16.7 20.7 –a 4

0.30 – – 13.7 13.7 13.7 –a 3

0.15 – – 10.0 – – – –

0.075 8.0 2.0 7.3 – – –a 2

Figure 703-2.—Gradation chart for 19-mm nominal size aggregate.

Table 703-12.—Superpave requirements for 25-mm nominal size aggregate.

a. Establish TV’s as part of the job-mix formula. Establish aggregate gradation TV’s to the nearest 0.1 percent.

b. Plus or minus from established TV’s.

Sieve Size (mm)

Control Points

0.45 Chart Max.

Density

Restricted Zone

Min. Max.

Boundary BoundaryTV’s

Allowable Deviation b

37.5 – 100.0 100.0 – – – –

25.0 100.0 90.0 83.3 – – – –

19.00 – – 73.6 – – – –

12.50 – – 61.0 – – – –

9.50 – – 53.9 – – – –

4.75 – – 39.5 39.5 39.5 –a 6

2.36 45.0 19.0 28.8 26.8 30.8 –a 6

1.18 – – 21.1 18.1 24.1 – –

0.60 – – 15.6 13.6 17.6 –a 4

0.30 – – 11.4 11.4 11.4 –a 3

0.15 – – 8.3 – – – –

0.075 7.0 1.0 6.1 – – –a 2

Figure 703-3.—Gradation chart for 25-mm nominal size aggregate.

Section 704—Soil

704.01 Foundation Fill

Furnish granular material free of excess moisture, frozen lumps, roots, sod, and other deleterious material and conforming to the following:

(a) Material passing 50-mm sieve...................................100%

(b) Soil classification, AASHTO M 145.........................A-1-a

(c) In wet environments, material passing 75-µm sieve ... 6% max.

704.02 Bedding

Furnish material that conforms to the following for the class specified:

(a) Class A Bedding. Furnish concrete in accordance with specifications in Section 602.

(b) Class B Bedding. Furnish approved sand or selected sandy soil free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material, and conforming to the following:

(1) Material passing 9.5-mm sieve..................................100%

(2) Material passing 75-µm sieve, AASHTO T 27 and T 11....................................................................10% max.

(c) Class C Bedding. Furnish approved sand or fine granular material free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material.

Remove all rock particles and hard earth clods larger than 38 mm.

704.03 Backfill Material

Furnish granular material or fine compatible soil free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material. Remove all rock particles and hard earth clods larger than 75 mm in the longest dimension.

704.04 Structural Backfill

Furnish free-draining granular material free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material. Remove all rock particles and hard earth clods larger than 75 mm in the longest dimension. Ensure that material conforms to the following:

(a) Material passing 75-µm sieve, AASHTO T 27 and T 11....................................................................15% max.

(b) Liquid limit, AASHTO T 89..................................... 30 max.

704.05 Topping

Furnish a granular material free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material. Remove all rock particles larger than 100 mm in the longest dimension. Ensure that material conforms to AASHTO M 145, table 2, soil classification A-1 or A-3.

704.06 Unclassified Borrow

Furnish granular material free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material. Remove all rock fragments and boulders greater than 600 mm in the longest dimension. Ensure that material conforms to AASHTO M 145, table 2, soil classification A-1, A-3, or A-2-4.

704.07 Select Borrow

Furnish crushed, partially crushed, or natural material free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material. Ensure that material conforms to the following:

(a) Gradation..................................................................Table 704-1

(b) Liquid limit, AASHTO T 89..................................... 30 max.

Section 704

Table 704-1.—Select borrow gradation.

Sieve Size

% by Weight Passing Designated Sieve

(AASHTO T 27 and T 11)

75 mm 100 25 mm 70–100

4.75 mm 30–70 150 µm 0–15

704.08 Select Topping

Furnish crushed, partially crushed, or natural material free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material. Ensure that material conforms to the following:

(a) Gradation, uniform coarse to fine..............................Table 704-2

(b) Liquid limit, AASHTO T 89..................................... 30 max.

Table 704-2.—Select topping gradation.

704.09 Bed Course

Furnish porous, free-draining granular material free of excess moisture, muck, frozen lumps, roots, sod, and other deleterious material. Ensure that material conforms to the following:

(a) Gradation, uniform coarse to fine..............................Table 704-3

(b) Liquid limit, AASHTO T 89..................................... 30 max.

Section 704

704.10 Select Granular Backfill

Furnish sound, durable granular material free from organic matter or other deleteri-ous material (such as shale or other soft particles with poor durability). Ensure that material conforms to the specifications below.

(a) Quality Requirements. Furnish material that meets the following quality requirements:

Table 704-3.—Bed course gradation.

Sieve Size

% by Weight Passing Designated Sieve

(AASHTO T 27 and T 11)

75 mm 100 75 µm 0–15

Sieve Size

% by Weight Passing Designated Sieve

(AASHTO T 27 and T 11)

12.5 mm 100

75.0 µm 0–10

(1) Gradation..................................................................Table 704-4

(2) Shear angle of internal friction, AASHTO T 2361 ...... 34° min.

(3) Sodium sulfate soundness loss (five cycles), AASHTO T 104........................................................15% max.

(4) Los Angeles abrasion, AASHTO T 96......................50% max.

(5) Liquid limit, AASHTO T 89..................................... 30 max.

1 Compact samples for AASHTO T 236 to 95 percent of the maximum density determined in accordance with AASHTO T 99, method C or D, and corrected for oversized material as set forth in AASHTO T 99.

(b) Electrochemical Requirements. Furnish material that meets the following electrochemical requirements:

(1) Resistivity, AASHTO T 288, any method................. 3,000 V ∞ centimeter min.

(2) pH, AASHTO T 289, any method.............................5.0 to 10.0

(3) Sulfate content, AASHTO T 290, any method1 .........1,000 ppm max.

(4) Chloride content, AASHTO T 291, any method1 .......200 ppm max.

1 Tests for sulfate and chloride content are not required when pH is between 6.0 and 8.0 and the resistivity is greater than 5,000 V ∞ centimeter.

704.11 Special Grout Backfill

Furnish lean grout slurry composed of three parts Portland cement and eight parts fine aggregate by volume. Fly ash may be substituted for two of the three parts Portland cement. Ensure that material conforms to the following:

(a) Water/cement ratio.............................................. 1.5

Table 704-4.—Select granular backfill gradation.

Section 704

Sieve Size

% by Weight Passing Designated Sieve

(AASHTO T 27 and T 11)

100 mm 100 75 mm 75–100 75 µm 0–15

(1) Resistivity, AASHTO T 288, any method ………. 3,000 V x centimeter min.

x centimeter

(b) Portland cement..................................................701.01

(c) Fly ash.................................................................725.04, type C

(d) Fine aggregate.....................................................703.01

(e) Water..................................................................725.01

704.12 Crib Wall Backfill

Furnish material in accordance with Subsection 704.10, but conform to the following:

(a) Gradation............................................................Table 704-5

(b) Unit weight.........................................................1,900 kg/m3 min.

Section 704

Table 704-5.—Crib wall backfill gradation.

Sieve Size

% by Weight Passing Designated Sieve

(AASHTO T 27 and T 11)

75 mm 100

4.75 mm 25–70

300 µm 5–20 75 µm 0–5

Section 705—Rock

705.01 Gabion Rock

Furnish hard, durable rock that is resistant to weathering and reasonably free of organic and spoil material. Ensure that rock conforms to the following specifications:

(a) Coarse durability index, AASHTO T 210.................. 52 min.

(b) Unit weight of a filled basket.....................................1,600 kg/m3 min.

(c) Gradation:

(1) Baskets 0.3 m or greater in the vertical dimension:

(a) Max. dimension............................................200 mm

(b) Min. dimension............................................100 mm

(2) Baskets less than 0.3 m in the vertical dimension:

(a) Max. dimension...........................................150 mm

(b) Min. dimension........................................... 75 mm

705.02 Riprap Rock

Furnish hard, durable, angular rock free of organic and spoil material and resistant to weathering and water action. Do not use rounded rock, boulders, shale, or rock with shale seams. Furnish rock that conforms to the following:

(a) Apparent specific gravity, AASHTO T 85.................2.50 min.

(b) Absorption, AASHTO T 85.......................................4.2% max.

(c) Coarse durability index, AASHTO T 210.................. 52 min.

(d) Gradation for the class specified................................Table 705-1

Table 705-1.—Gradation requirements for riprap.

Section 705

a. Furnish spalls and rock fragments graded to provide a stable compact mass.

b. The volume of a rock with these cubic dimensions will have a mass approximately equal to the specified rock mass.

c. Furnish stone with breadth and thickness at least one-third its length.

705.03 Rock for Masonry Structures

Furnish sound, durable rock that is native to the vicinity of the work or is similar in texture and color to the native rock and has been proven satisfactory for the intended use.

Furnish dimensioned masonry rock free of reeds, rifts, seams, laminations, and minerals that may cause discoloration or deterioration from weathering.

Class % of Rock by

Mass Mass (kg) Approximate Cubic Dimension b,c (mm)

1 20 10–15 150–200 30 5–10 125–150 40 0.5–5 50–125 10a 0–0.5 0–50

2 20 25–50 200–250 30 10–25 150–200 40 1–10 75–150 10a 0–1 0–75

3 20 100–150 350–400 30 50–100 250–350 40 5–50 125–250 10a 0–5 0–125

4 20 250–350 450–500 30 100–250 350–450 40 10–100 150–350 10a 0–10 0–150

5 20 700–1,000 650–700 30 350–700 500–650 40 25–350 200–500 10a 0–25 0–200

6 20 850–1,600 700–850 30 500–850 550–700 40 50–500 250–550 10a 0–50 0–250

(a) Sizes & Shapes. Do not use rock with depressions or projections that might weaken it or prevent it from being properly bedded.

When no dimensions are shown on the plans, furnish the rocks in the sizes and with the face areas necessary to produce the general characteristics and appearance indicated on the plans.

Unless otherwise specified, furnish rock fragments with the following minimum dimensions:

(1) Min. thickness...........................................................125 mm

(2) Min. width.................................................................300 mm or 1-1/2 times the thickness, whichever is greater

(3) Min. length................................................................1-1/2 times the width

When headers are required, furnish headers with lengths no less than the width of bed of the widest adjacent stretcher plus 300 mm.

Ensure that at least 50 percent of the total volume of masonry consists of rock with a volume of at least 0.03 m3.

(b) Dressing. Dress the rocks to remove any thin or weak portions. Dress face rocks to provide bed and joint lines with a maximum variation from true line as follows:

(1) Cement rubble masonry............................................. 40 mm

(2) Class B masonry........................................................ 20 mm

(3) Class A masonry....................................................... 5 mm

(4) Dimensioned masonry...............................................Reasonably true

(c) Bed Surfaces. Bed surfaces of face rock normal to the faces of the rocks for 75 mm. Beyond that point, do not permit the departure from normal to exceed 25 mm in 300 mm for dimensioned masonry, and 50 mm in 300 mm for all other classes.

(d) Joint Surfaces. For dimensioned masonry, dress face rock joint surfaces normal to the bed surface. In all classes of masonry except dimensioned masonry, ensure that the joint surfaces of face rocks form an angle with the bed surfaces of not less than 45°.

Section 705

Dress face rock joint surfaces normal to the bed surfaces and to the exposed faces of the rock for at least 50 mm. Beyond that point, do not permit the departure from normal to exceed 25 mm in 300 mm.

Do not round corners at the meeting of the bed and joint lines in excess of the following radii:

(1) Cement rubble masonry............................................. 40 mm

(2) Class B masonry........................................................ 25 mm

(3) Class A masonry....................................................... No rounding

(4) Dimensioned masonry............................................... No rounding

(e) Arch Ring Rock Joint Surfaces. Dress ring rock joint surfaces radial to the arch or normal to the front face to a depth of 75 mm. Beyond that point, the departure from the radial or normal may not exceed 20 mm in 300 mm.

Dress the back surface adjacent to the arch barrel concrete parallel to the front face and normal to the intrados to a depth of 150 mm. When concrete is placed after the masonry is constructed, vary adjacent ring stones at least 150 mm in depth.

(f) Finish for Exposed Faces. Remove all drill or quarry marks from exposed faces. Pitch face stones to the line along all beds and joints. Finish the exposed faces as SHOWN ON THE DRAWINGS. The following symbols are used to represent the type of surface or dressing specified:

(1) Fine Pointed (F.P.). The point depressions are approximately 10 mm apart with surface variations not to exceed 3 mm from the pitch line.

(2) Medium Pointed (M.P.). The point depressions are approximately 15 mm apart with surface variations not to exceed 5 mm from the pitch line.

(3) Coarse Pointed (C.P.). The point depressions are approximately 30 mm apart with surface variations not to exceed 10 mm from the pitch line.

(4) Split or Seam Faced (S.). The surface presents a smooth appearance that is free from tool marks, with no depressions below the pitch line, and no projection exceeding 20 mm beyond the pitch line.

(5) Rock Faced (R.F.). The face is an irregular projecting surface without indications of tool marks, with no concave surfaces below the pitch line, and with projections beyond the pitch line. Do not permit the projections to exceed the maximum specified.

For example, where “40 R.F.” is specified, do not permit projections beyond the pitch line to exceed 40 mm. Where a “variable rock face” is specified, uniformly distribute stones of the same height of projection.

705.04 Rock for Mechanically Placed Embankments

Furnish hard, durable rock that is angular in shape, resistant to weathering, and graded in a well-balanced range of sizes. Furnish material that conforms to table 705-2.

Section 705

Table 705-2.—Gradation for mechanically placed rock.

Rock placed below the high water mark of live streams shall have breadth and thickness at least one-third its length and conform to the following:

(a) Apparent specific gravity, AASHTO T 85.................2.50 min.

(b) Absorption, AASHTO T 85...................................... 4.2% max.

(c) Coarse durability index, AASHTO T 210.................. 52 min.

705.05 Rock for Hand-Placed Embankments

Furnish hard, durable rock that is angular in shape, resistant to weathering, and graded in a well-balanced range of sizes. Furnish material that conforms to table 705-3.

Table 705-3.—Gradation for hand-placed rock.

% of Rock Fragments by Mass

Mass (kg)

Equivalent Cubic Dimension

(mm)

50 > 900 > 700 50 40–900 250–700

% of Rock Fragments by Mass

Mass (kg)

Equivalent Cubic Dimension

(mm)

75 > 75 > 300 25 40–75 250–300

Rock placed below the high water mark of live streams shall have breadth and thickness at least one-third its length and conform to the following:

(a) Apparent specific gravity, AASHTO T 85.................2.50 min.

(b) Absorption, AASHTO T 85.......................................4.2% max.

(c) Coarse durability index, AASHTO T 210.................. 52 min.

705.06 Stone Curbing

(a) Stone Curb, Type I. Ensure that stone conforms to the size and shape specified, and to the following:

(1) Furnish quarried limestone, sandstone, or granite from an approved source.

Use one type of stone throughout the project. Do not use stone with visible drill marks on the exposed faces.

(2) Saw or point the top surface of all vertical stone curb to an approximate true plane with no depression or projection on the top surface of more than 6 mm.

Pitch the front and back arris lines straight and true. Do not permit any projection or depression on the back surface to exceed a batter of 25 mm horizontal to 75 mm vertical.

(3) Saw, point, or smooth quarry split the front exposed face of the vertical stone curb and form to an approximately true plane. Do not permit the remaining face distance to have any projections or depressions greater than 25 mm from the plane of the exposed face.

(4) Square the ends of vertical stone curb with the top back and face and finish so that when the sections are placed end to end, no space more than 13 mm shows in the joint for the full width of the top surface and for the entire exposed front face. Do not permit the remainder of the end to break back more than 100 mm from the plane of the joint. Cut the joints of circular or curved stone curb on radial lines.

(5) Ensure that the minimum length of any segment of vertical stone curb is

1.2 m, except where a depressed or modified section of curb is required for driveways, crossings, closures, and so forth, where the length may vary.

(b) Stone Curb, Type II. Ensure that slope stone curb conforms to the require-ments for type I stone curb, except as follows:

(1) On a horizontal top surface, limit the maximum allowable projection or depression to 13 mm. On other exposed faces, limit the maximum allowable projection or depression to 25 mm.

(2) For unexposed surfaces, limit the maximum allowable projection or depression from a true plane on a 0.5-m length to 75 mm.

(3) On exposed faces between adjacent segments of slope stone curb, limit the maximum allowable space that shows to 19 mm. Ensure that the minimum length of any segment of slope stone curb is 0.5 m.

Section 706—Concrete & Plastic Pipe

706.01 Nonreinforced Concrete Pipe

Furnish pipe that conforms to AASHTO M 86M for the diameters and strength classes specified.

706.02 Reinforced Concrete Pipe

Furnish pipe that conforms to AASHTO M 170M for the diameters and strength classes specified. Ensure that precast reinforced concrete end sections conform to the cited specifications, to the extent to which they apply.

706.03 Perforated Concrete Pipe

Furnish pipe that conforms to AASHTO M 175M, type 1 or type 2, and to AASHTO M 86M for the diameters and strength classes specified.

706.04 Reinforced Arch-Shaped Concrete Pipe

Furnish pipe that conforms to AASHTO M 206M for the diameters and strength classes specified.

706.05 Reinforced Elliptical-Shaped Concrete Pipe

Furnish pipe that conforms to AASHTO M 207M for the diameters, placement design (horizontal or vertical), and strength classes specified.

706.06 Reinforced D-Load Concrete Pipe

Furnish pipe that conforms to AASHTO M 242M for the diameters specified.

706.07 Precast Reinforced Concrete Box Sections

Furnish sections that conform to AASHTO M 259M or M 273M, as applicable, for the dimensions and loading conditions specified.

706.08 Plastic Pipe

Furnish perforated and nonperforated plastic pipe that conforms as shown below for the sizes and…