9-27 Section 904. Asphaltic Materials
904.01. General Requirements The certification program described in MDOT’s Materials Quality Assurance Procedures Manual governs the asphalt binders in Table 904-1 and the emulsified asphalts in Table 904-4, Table 904-5, and Table 904- 6. The Contractor may use materials listed in Table 904- 2 through Table 904-7 on MDOT projects if tested and approved for use in accordance w ith MDOT procedures. The Engineer will notify the Contractor and the supplier to correct materials if test results for the requirements from Table 904-2, Table 904-3, Table 904- 4, Table 904-5 , Table 904-6 , and Table 904-7 deviate from the specified range. Asphaltic materials testing will be in accordance with the specified ASTM, AASHTO , or Department methods, as modified by this section. 904.02. Application Temperatures Apply asphaltic materials at temperatures specified in Table 904-7. 904.03. Specific Requirements
A.Asphalt Binder . Asphalt binder must be homogeneous and water -free and must not foam when heated to the maximum temperature specified in Table 904-7 for the material required. If using an anti -foaming agent, use a dimethyl polysiloxane type silicone material, preferably 1000 centistoke viscosity grade unless otherwise approved by the Engineer . Do not add amounts greater than 5 parts per million unless approved by the Engineer . Mechanically mix the asphalt binder after adding anti -foaming agent while in storage at the asphalt plant. Asphalt binder must be prepared by refining crude petroleum with or without the addition of modifiers . Asphalt binder prepared with reclaimed engine- oil-based products is prohibited. Organi c, virgin , or recycled modifiers that are dissolved, dispersed, or reacted in asphalt cement to enhance performance are allowed. Asphalt binder must be at least 99.0% soluble in accordance with AASHTO T44 or ASTM D2042 . This specification (subsection 904.03.A) is not applicable for asphalt binders in which fibers or other discrete particles are larger than 250 micrometers. MDOT Standard Specifications for Construction Section 904
9-28 B. Cutback Asphalt . Cutback asphalt must meet the requirements of
Table 904-3 and this subsection. Liquid asphalt must be homogeneous, must not foam when heated to the maximum required temperature, and must be water free unless otherwise required. Caution : Use caution when heating cutback asphalt, especially rapid-curing ( RC) and medium -curing ( MC) asphaltic products containing naphtha and kerosene cutback asphalt since the temperatures for use are near or above the flash points . If using heated cutbacks, keep open flames away from pugmill enclosures, tank car domes, distributor tank openings, and storage tank openings.
C.Emulsified Asphalt . Emulsified asphalt must meet the requirements of Table 904-4, Table 904-5, Table 904- 6, or Table 904-7 and be made from asphalt having a negative spot test result using 35% xylene / 65% heptane solvent, a niline number : 30°C ± 2°C, AASHTO T102 . It must be homogeneous and show no separation of asphalt after thorough mixing for a period of at least 30 days af ter delivery. MDOT Standard Specifications for Construction Section 904
9-29 Table 904- 1:
Performance -Graded Asphalt Binder Specification (PG 46, PG 52, and PG 58 ) Specification PG 46 PG 52 PG 58 −34 −40 −46 −10 −16 −22 −28 −34 −40 −46 −16 −22 −28 −34 −40 Pavement Design Temperature Avg 7 -day max. pavement design temp, °C(a) 46 52 58 Minimum pavement design temp, °C(a) −34 −40 −46 −10 −16 −22 −28 −34 −40 −46 −16 −22 −28 −34 −40 Original Binder Flash Point Temp, T48/D 92: Min. 230°C 230°C 230°C Viscosity, T316/D4402: Max. 3 Pa•s, Test Temp(b) 135°C 135°C 135°C Dynamic Shear, T315/D7175: G*/sin θ, Min. 1.00 kPa test temp at 10 rad/s(c),(d) 46°C 52°C 58°C Rolling Thin Film Oven (T240/D2872) Mass loss, max. 1.00% 1.00% 1.00% Dynamic Shear, T315/D7175: G*/sin θ, Min. 2.20 kPa test temp at 10 rad/s(d) 46°C 52°C 58°C Pressure Aging Vessel (PAV) Residue (R28/D6521) PAV aging temp(e) 90°C 90°C 100°C Dynamic shear, T315/D7175: G*sin θ, max. 5000 kPa test temp at 10 rad/s, °C(d) 10 7 4 25 22 19 16 13 10 7 25 22 19 16 13 Physical hardening(f) Report Report Report Creep stiffness, T313/D6648: S, max. 300 MPa, m-value, min. 0.300 test temp at 60 s, °C −24 −30 −36 0 −6 −12 −18 −24 −30 −36 −6 −12 −18 −24 −30 MDOT Standard Specifications for Construction Section 904
9-30 Table 904- 1 (cont.) :
Performance -Graded Asphalt Binder Specification (PG 46, PG 52, and PG 58)
a.Pavement temperatures may be estimated from air temperatures using an algorithm contained in the Long- Term Pavement Performance ( LTPP ) Bind program, may be provided by the specifying agency, or may be estimated by following the procedures in AASHTO M 323 and R -35.
b.This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards.
c.For quality control (QC) of unmodified asphalt cement production, measurement of the viscosity of the original asphalt cement may be used or supplement dynamic shear measurements of G*/sin θ at test temperatures where the asphalt is a Newtonian fluid. The Contractor may us e a standard means of viscosity measurement, including capillary (T201/D2170 or T202/D2171) or rotational viscometer (T316/D4402).
d.G*/sin θ = high temperature stiffness and G*sin θ = intermediate temperature stiffness.
e.The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures : 90°C , 100 °C, or 110 °C. The PAV aging temperature is 100 °C for PG 58- and above, except in desert climates, where it is 110 °C.
f.Physical hardening – T313/D6648 is performed on a set of asphalt beams according to ASTM D6648, Section 13.1, except that the conditioning time is extended to 24 hours ±10 minutes at 10 °C above the minimum performance temperature . The 24 -hour stiffness and m -value are reported for information purposes only. MDOT Standard Specifications for Construction Section 904
9-31 Table 904- 2:
Performance -Graded Asphalt Binder Specification (PG 64 and PG 70) Specification PG 64 PG 70 −10 −16 −22 −28 −34 −40 >−10 −16 −22 −28 −34 −40 Pavement Design Temperature Avg 7 -day max. pave design temp(a) 64°C 70°C Minimum pavement design temp, °C(a) −10 −16 −22 −28 −34 −40 −10 −16 −22 −28 −34 −40 Original Binder Flash point temp, T48/D92: min. 230°C 230°C Viscosity, T316/D4402: max. 3 Pa•s, test temp(b) 135°C 135°C Dynamic s hear, T315/D7175: G*/sin θ, min. 1.00 kPa test temp at 10 rad/s(c),(d) 64°C 70°C Rolling Thin Film Oven (T240/D2872) Mass loss, max. 1.00% 1.00% Dynamic shear, T315/D7175: G*/sin θ, min. 2.20 kPa test temp at 10 rad/s(d) 64°C 70°C Pressure Aging Vessel Residue (R28/D6521) PAV aging temp, °C(e) 100 100 (110) Dynamic shear, T315/D7175: G*sin θ, max. 5000 kPa test temp at 10 rad/s, °C(d) 31 28 25 22 19 16 34 31 28 25 22 19 Physical hardening(f) Report Report Creep stiffness, T313/D6648: S, max. 300 MPa, m -value, min. 0.300 test temp at 60 s, °C 0 −6 −12 −18 −24 −30 0 −6 −12 −18 −24 −30 MDOT Standard Specifications for Construction Section 904
9-32 Table 904- 2 (cont.) :
Performance -Graded Asphalt Binder Specification (PG 64 and PG 70)
a.Pavement temperatures may be estimated from air temperatures using an algorithm contained in the Long- Term Pavement Performance ( LTPP ) Bind program, may be provided by the specifying agency, or may be estimated by following the procedures in AASHTO M 323 and R -35.
b.This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety standards.
c.For QC of unmodified asphalt cement production, measurement of the viscosity of the original asphalt cement may be used or supplement dynamic shear measurem ents of G*/sin θ at test temperatures where the asphalt is a Newtonian fluid . The Contractor may us e a standard means of viscosity measurement, including capillary (T201/D2170 or T202/D2171) or rotational viscometer (T316/D4402).
d.G*/sin θ = high temper ature stiffness and G*sin θ = intermediate temperature stiffness.
e.The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures 90 °C, 100 °C or 110°C . The PAV aging temperature is 100°C for PG 58 and above, except in desert climates, where it is 110°C .
f.Physical hardening – T313/D6648 is performed on a set of asphalt beams according to ASTM D6648, Section 13.1, except that the conditioning time is extended to 24 hours ±10 minutes at 10 °C above the minimum perform ance temperature . The 24 -hour stiffness and m -value are reported for information purposes only. MDOT Standard Specifications for Construction Section 904
9-33 Table 904- 3:
Performance Graded Asphalt Binder Specification (PG 76 and PG 82) Specification PG 76 PG 82 −10 −16 −22 −28 −34 −10 −16 −22 −28 −34 Pavement Design Temperature Avg 7 -day max. pave design temp(a) 76°C 82°C Minimum pavement design temp, °C(a) −10 −16 −22 −28 −34 −10 −16 −22 −28 −34 Original Binder Flash point temp, T48/D92: min. 230°C 230°C Viscosity, T316/D 4402: max. 3 Pa•s, test temp(b) 135°C 135°C Dynamic shear, T315/D7175: G*/sin θ, min. 1.00 kPa test temp at 10 rad/s(c),(d ) 76°C 82°C Rolling Thin Film Oven (T240/D2872) Mass loss, max. percent 1.00 1.00 Dynamic shear, T315/D7175: G*/sin θ, min. 2.20 kPa test temp at 10 rad/s(d) 76°C 82°C Pressure Aging Vessel Residue (R28/D6521) PAV aging temp, °C(e) 100 (110) 100 (110) Dynamic shear, T315/D7175: G*sin θ, max. 5000 kPa test temp at 10 rad/s, °C(d) 37 34 31 28 22 40 37 34 31 28 Physical hardening(f) Report Report Creep stiffness, T313/D6648: S, max. 300 MPa, m -value, min. 0.300 test temp at 60 s, °C 0 −6 −12 −18 −24 0 −6 −12 −18 −24 MDOT Standard Specifications for Construction Section 904
9-34 Table 904- 3 (cont.) :
Performance Graded Asphalt Binder Specification (PG 76 and PG 82)
a.Pavement temperatures may be estimated from air temperatures using an algorithm contained in the Long- Term Pavement Performance ( LTPP ) Bind program, may be provided by the specifying agency, or may be estimated by follow ing the procedures in AASHTO M 323 and R -35.
b.This requirement may be waived at the discretion of the specifying agency if the supplier warrants that the asphalt binder can be adequately pumped and mixed at temperatures that meet all applicable safety s tandards.
c.For QC of unmodified asphalt cement production, measurement of the viscosity of the original asphalt cement may be used or supplemen t dynamic shear measurements of G*/sin θ at test temperatures where the asphalt is a Newtonian fluid . The Cont ractor may us e a standard means of viscosity measurement, including capillary (T201/D2170 or T202/D2171) or rotational viscometer (T316/D4402).
d.G*/sin θ = high temperature stiffness and G*sin θ = intermediate temperature stiffness
e.The PAV aging temperature is based on simulated climatic conditions and is one of three temperatures 90 °C, 100 °C or 110°C . The PAV aging temperature is 100°C for PG 58 and above, except in desert climates, where it is 110°C .
f.Physical hardening – T313/D6648 is performed on a set of asphalt beams according to ASTM D6648, Section 13.1, except that the conditioning time is extended to 24 hours ±10 minutes at 10 °C above the minimum performance temperature . The 24 -hour stiffness and m -value are reported for information purposes only. MDOT Standard Specifications for Construction Section 904
9-35 Table 904- 4:
Medium and Rapid Curing Cutb ack Asphalts Test Requirements MC-30(a) MC-70(a) MC-250 RC-250 Kinematic viscosity, 60°C, mm²/s, T201/D2170 30–60 70–140 250–500 250–500 Flash point, °C: Tag open cup, min., T 79 37.8 37.8 — 26.7 Cleveland open cup, min., T 48/D 92 — — 65.6 — Distillation test, T78/D402: Distillate, % by vol of total distillate to 360°C To 225°C ≤25 ≤20 ≤10 max . ≥35 To 260°C 40–70 20–60 15–55 ≥60 To 315.5°C 75–93 65–90 60–87 ≥80 Residue from distillation to 360°C, min. 50 55 67 65 Tests on residue from distillation, T78/D402 : Penetration at 25°C, 100 g, 5 sec, T 49/D 5 120–250 120–250 120–250 80–120 Ductility at 25°C, cm, min., T51/D113(b) 100 100 100 100 Solubility in trichloroethylene, %, min., T44/D2042 99.5 99.5 99.5 99.5 Spot test, AASHTO T102(c) Neg. Neg. Neg. Neg. Section number reference — 914 — 710, 914
a.Use MC-70 grade from June 1 to September 1 and MC -30 grade other times of the year, unless otherwise directed by the Engineer.
b.If penetration of residue exceeds 200 and ductility at 25°C is less than 100, the Engineer will accept the material if ductility at 15.6°C exceeds 100.
c.Use 35% xylene, 65% heptane solvent, aniline number: 30°C ± 2°C. MDOT Standard Specifications for Construction Section 904
9-36 Table 904- 5:
Anionic Emulsified Asphalts Test Anionic Emulsified Asphalt Requirements RS-1m RS-2a HFRS -2 MS-Op MS-2h MS-2s SS-1h LTBC -1 LTBC -2 Viscosity, Saybolt Furol, T59/D7496 At 25°C, sec 20–100 — — — — — 20–100 15–100 15–100 At 50°C, sec — 50–300 50–300 15–150 50–300 50–300 — — — Storage stability test, T59/D6930, 24-hour, % difference max. 2 2 2 3 3 3 2 1 — Settlement and storage stability test, T59/D6930, 5 -day, % difference max. — — — — — — — 5 5 Demulsibility, T59/S6936: 35 ml 0.02 N CaCl2, % 20–60 ≥60 ≥40 — — — — — — 50 ml 0.1 N CaC12, % — — — — — — ≤2 — — 50 ml 0.02 N CaCl2, % — — — — — — — — — Sieve Test, T59/D6933, % max. 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.30 0.30 Miscibility with water, D244(a) — — — — — — Yes — — Distillation to 260°C, T59/D6997, % by weight: Residue, min. 65 65 65 65 65 65 60 50 50 Oil distillate, max. 2 2 2 25 7 7 2 1 1 Tests on distillation residue: Penetration, 25°C, 100 g, 5 sec, dmm, T49/D5 100–200 100–200 100–200 (b) 150–300 ≥300 40–90 ≤20 ≤40 MDOT Standard Specifications for Construction Section 904
9-37 Table 904- 5 (cont.):
Anionic Emulsified Asphalts Test Anionic Emulsified Asphalt Requirements RS-1m RS-2a HFRS -2 MS-Op MS-2h MS-2s SS-1h LTBC -1 LTBC -2 Float test, sec, T50/D139 At 50°C, max. — — — 200 — — — — — At 60°C, min. — — 1200 — 1200 1200 — — — Ductility, 25 °C, cm, min., T51/D113 60 60 60 40(b) — — 40 — — Solubility in trichloroethylene, % min., T44/D2042 97.5 97.5 97.5 97.5 97.5 97.5 97.5 97.5 97.5 Ash content, %, max., D128 2 2 2 2 2 2 2 — — Specific gravity, 25/25°C, min., T 228/D 70 0.996 0.996 0.996 — — — — — — Toughness/tenacity, 25°C, 50 cm/min., Nm, min., D 5801 — — — — — — — — — Elastic recovery, 10°C, % min., T 301/D 6084 — — — — — — — — — Softening point, ring and ball, °C, min., T53/D36 — — — — — — — 60 — Section number reference — 401 — 501 — 501 501, 805 501, 805 501, 805
a.No appreciable coagulation or visible separation in 2 hours.
b.Heat the distillation residue (ASTM D243/D243M) to 100±15 penetration within 2 hours and have a ductility of at least 40 cm. Nm = Newton meter MDOT Standard Specifications for Construction Section 904
9-38 Table 904- 6:
Cationic Emulsified Asphalts Test Cationic Emulsified Asphalts Requirements CRS -1 CRS -2 CMS -2 CSS- 1h Viscosity, Saybolt Furol, T59/D7496: At 25°C , sec — — — 20–100 At 50°C , sec 20–100 100–400 50–450 — Storage stability tests, T59/D6930 04, 24 hr, % difference, max . 1 1 1 1 Demulsibility, %, 35 ml 0.8% dioctyl s odium s ulfosuccinate, min., T 59/D 6936(a) 40 40 — — Particle charge tests, T59/D7402(b) Positive Positive Positive Positive Sieve tests, T59/D6933, % max . (distilled water) 0.10 0.10 0.10 0.10 Distillation to 260 °C, T59/D6997, % by weight — — — — Residue, min. 60 65 65 60 Oil distillate, max . 3 3 12 — Tests on distillation residue: Penetration, 25 °C, 100 g, 5 sec, dmm, T49/D5 100–250 100–250 100–250 40–90 Ductility, 25°C , 5 cm/min, cm, min. , T51/D113 40 40 40 40 Ductility, 4°C , 5 cm/min, cm, T51/D113 — — — — Elastic/r ecovery, 4°C,% min ., T301/D6084 — — — — Solubility in trichloroethylene, % min., T44/D2042 97.5 97.5 97.5 97.5 Ash c ontent, % max ., D128 2 2 2 2 Specific gravity, 25/25°C , min., T228/D70 0.996 0.996 — — MDOT Standard Specifications for Construction Section 904
9-39 Table 904- 6 (cont.) :
Cationic Emulsified Asphalts Test Cationic Emulsified Asphalts Requirements CRS -1 CRS -2 CMS -2 CSS- 1h Toughness/tenacity, 25°C , 50 cm/min., Nm, min., D5801 — — — — Elastic r ecovery, 10°C , % min., T301/D6084 — — — — Cement m ixing test, T59/D6935, % max . — — — 2.0 Coating ability and water resistance: Coating dry aggregate — — Good — Coating after s praying — — Good — Coating wet aggregate — — Fair — Coating after s praying — — Fair — Section number r eference — — 501 501, 805
a.The demulsibility test must be made within 30 days from date of shipment.
b.If particle charge test is inconclusive, material having a maximum pH of 6.7 is acceptable. MDOT Standard Specifications for Construction Section 904
9-40 Table 904- 7:
Capital Preventive Maintenance Emulsions(a) Test Capital Preventive Maintenance Emulsion Requirements HFRS -2M CRS -2M CSS- 1mM CSS- 1hM PPSS CSEA Viscosity, Saybolt Furol, T59/D7496: At 25°C , sec — — 20–100 20–100 20–100 — At 50°C , sec 75–300 75–300 — — — 75–400 Storage stability test, T59/D6930, 24- hour, % difference max . 1 1 1 1 1(b) 1 Demulsibility, T59/D6936: 35 ml 0.8% dioctyl s odium s ulfosuccinate, % min.(c) — 50 — — 60 50 35 ml 0.02 N CaCl 2, %, min. — — — — 60 — 50 ml 0.1 N CaC1 2, % — — — — — — 50 ml 0.02 N CaCl 2, % ≥50 — — — — — Particle charge tests, T59/D7402(d) Positive Positive Positive — Positive Sieve test, T59/ D6933, % max . 0.10 0.10 0.10 0.10 0.05 0.10 Miscibility with water, D244(e) — — — — — — Distillation to 260°C, T59/D6997, % by weight: (f) (f),(g) (f) (f) (f) (g) Residue, m in. 65 65 62 62 63 68 Oil distillate, ml, max ., D244 2 3 — — 2 3.0 Tests on distillation r esidue: Penetration, 25 °C, 100 g, 5 sec, dmm, T49/D5 80–150 80–150 70–90 40–90 80–150 70–100 Ductility, 25°C , 5 cm/min, cm, T51/D113 — — 40 40 — 40 MDOT Standard Specifications for Construction Section 904
9-41 Table 904- 7 (cont.) :
Capital Preventive Maintenance Emulsions(a) Test Capital Preventive Maintenance Emulsion Requirements HFRS -2M CRS -2M CSS- 1mM CSS- 1hM PPSS CSEA Ductility, 4 °C, 5 cm/min, cm, T51/D113 — — 35 — — — Elastic/ recovery, 4°C,% min ., T301/D6084 — — 65 — — — Float test, sec, T50/D139: At 50°C , max . — — — — — — At 60°C , min. 1200 — — — — — Solubility in trichloroethylene, % min., T44/D2042 — — 97.5 97.5 — 97.5 Ash content, %, max ., D128 2 2 2 2 — 2 Specific gravity, 25/25°C , min., T228/D70 — — — — — — Toughness/ tenacity, 25°C , 50 cm/min., Nm, min., D5801 4.5/3.5 4.5/3.5 — — — 9.0/7.0 Elastic recovery, 10°C , % min., T301/D6084 60% 60% — — 60% 75% Tests on residue from evaporation, T59/D6934(h) Softening point, r ing, and ball, °C, min., T53/D36 — — 60 57.2 — — Viscosity, 60C, Pa•S, T202/D2171 — — 800(i) 800(i) — — Section number r eference — 505 504 501, 504 503 505 MDOT Standard Specifications for Construction Section 904
9-42 Table 904- 7 (cont.) :
Capital Preventive Maintenance Emulsions(a)
a.Samples of emulsified asphalt will be taken in accordance with ASTM D140 /D140M. Samples must be stored at a temperature of not less than 4°C until tested.
b.After standing undisturbed for 24 hours, the surface must show no white, milky colored substance but must be a smooth homogenous color throughout . Any visible amount of white, milky colored substance is basis for non -acceptance.
c.The demulsibility test must be made within 30 days from date of shipment.
d.If particle charge test is inconclusive, material having a maximum pH of 6.7 is acceptable.
e.No appreciable coagulation or visible separation in 2 hours.
f.ASTM D6997, with modifications to include a 204°C (± 6°C) maximum temperature to be held for 15 minutes.
g.Residue determination and preparation may use the alternat ive ASTM D6934 method, “Residue by Evaporation ,” so as to not destroy the properties of any polymer modifiers contained therein.
h.Residue by evaporation: Oven evaporate an emulsion sample on a glass plate at a maximum temperature of 60 °C for 24 hours (forced draft oven recommended) or air dry the sample at ambient temperature for 3 days . Once dry, the sample is scraped from the plate using a razor blade tool.
i.The minimum viscosity will be obtained using a Cannon -Manning Vacuum Capillary Viscometer Tube No. 14 per T202/D2171. MDOT Standard Specifications for Construction Section 904
9-43 Table 904- 8:
Temperatures for Asphaltic Materials Asphalt Type Designation Temperature, °F Distributor Cutback asphalts RC-250 145–220 MC-250 145–220 MC-30 70–140 MC-70 105–180 Emulsified RS-1m, SS -1h, CSSmM, CRS -1, CSS -1h, CSS -1hM, 85–135 Asphalts RS-2a, HFRS -2, HFRS -2M, MS- 2h, MS-2s, CRS -2, CMS -2, CRS -2M 125–175 Asphalt binder All grades 350 m ax. mixing temp(a)
a.Mixing temperature for all asphalt binders will be as specified by the modifier/binder producer.
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Source: Michigan Standard Specifications for Construction, 2020 Edition. Pages 837–853 of 1,146. View official source ↗