Slow Setting Test Description Method No. RS-1 RS-2 SS-1 SS-1h Min. Max. Min. Max. Min. Max. Min. Max. Furol Viscosity at 77 F (25 C), sec.

Transcription

1 203-3 EMULSIFIED ASPHALT General. Emulsified asphalt shall be composed of a paving asphalt base uniformly emulsified with water. It shall be homogeneous throughout and, when stored, shall show no separation within 30 days after delivery Testing Requirements. Emulsified asphalt shall conform to the requirements of Tables (A) and (B). TABLE (A) ANIONIC EMULSIONS Rapid Setting 4 Slow Setting Test ASTM Test Description Method No. RS-1 RS-2 SS-1 SS-1h Min. Max. Min. Max. Min. Max. Min. Max. Furol Viscosity at 77 F (25 C), sec. D Furol Viscosity at 122 F (50 ), sec. D Settlement 1 5 days, % D Storage Stability 2 1 day D Demulsibility 3 (5mL 0.02M CaCl2 ) % D Sieve Test (Retained on No.20 [850 µm] ), % D Cement Mixing Test, % D Residue from distillation, % D Penetration of residue at 77ºF (25ºC), 0.1 mm D Solubility of residue, % D Ductility of residue at 77ºF (25ºC), mm D The test requirement for settlement may be waived when the emulsified asphalt is used in less than 5 days time; or the purchaser may require that the settlement test be run from the time the sample is received until it is used, if the elapsed time is less than 5 days. 2. The 24-hour (1-day) storage stability test may be used instead of the 5-day settlement test. 3. The demulsibility test shall be made within 30 days from the date of shipment. 4. A harder base asphalt meeting current paving asphalt specifications may be specified with the provision that the test requirements on the Residue from Distillation be waived. 1

2 TABLE (B) CATIONIC EMULSIONS TEST DESCRIPTION Rapid Setting 4 Medium Setting Slow Setting ASTM Test No. CRS-1 CRS-2 CRS-2S CMS-2 CMS-2h CSS-1 CSS-1h Min. Max.Min. Max.Min. Max Min. Max. Min. Max.Min. Max.Min. Max. Furol Viscosity at 77 F (25 C), sec. D Furol Viscosity at 122 F (50 C), sec. D Settlement 1, 5 days, % D Storage Stability Test 2 1 day D Demulsibility 3 35 ml 0.8% sodium dioctyl sulfosuccinate, % D Sieve Test (Retained on No. 20 [850 µm] ), % D Coating ability and water resistance: D 244 Coating, dry aggregate Good Good Good Coating, after spraying Fair Fair Fair Coating, wet aggregate Fair Fair Fair Coating, after spraying Fair Fair Fair Particle Charge Test D 244 Positive Positive Positive Positive Positive Positive Positive 5 Cement Mixing Test, % D Oil distillate by vol. of emulsion, % D Residue from distillation, % D Penetration of residue at 77 F (25 C), 0.1 mm D Solubility of residue, % D Ductility of residue 77 F (25 C), mm D The test requirement for settlement may be waived when the emulsified asphalt is used in less than 5 days time; or the purchaser may require that the settlement test be run from the time the sample is received until it is used, if the elapsed time is less than 5 days. 2. The 24-hour (1-day) storage stability test may be used instead of the 5-day settlement test. 3. The demulsibility test shall be made within 30 days from the date of shipment. 4. A harder base asphalt meeting current paving asphalt specifications may be specified with the provision that the test requirements on the Residue from Distillation be waived. 5. Must meet a ph requirement of 6.7 maximum (ASTM E-70) if the Particle Charge Test result is inconclusive Test Reports and Certification. Test reports and certification shall be made in accordance with Temperatures. Emulsified asphalt may be reheated, but at no time after loading for transportation from the refinery to the purchaser shall the temperature of the emulsion be raised above 160 F (70 C). During reheating, the emulsified asphalt shall be agitated to prevent localized overheating. Emulsified asphalt shall not be permitted to cool to a temperature less than 40 F (5 C). Unless otherwise specified, emulsified asphalts shall be applied at temperatures within the limits specified below: TABLE (A) Mixing Temperatures of Pug Mill F ( C) Application Temperature F ( C) Grade of Emulsified Asphalt Min. Max. Min. Max. RS-1, CRS-1 75 (25) 130 (55) RS-2, CRS (45) 160 (70) SS-1, CSS-1 50 (10) 130 (55) 75 (25) 130 (55) SS-1h, CSS-1h 50 (10) 130 (55) 75 (25) 130 (55) CMS-2, CMS-2S, CMS-2h 60 (15) 140 (60) 100 (40) 160 (70) Emulsified asphalt shall be heated in such a manner that no steam or hot oils will be introduced into the asphalt. The Contractor shall furnish and keep on the site an accurate thermometer suitable for determining the temperature of the emulsified asphalt. 2

3 Distributing Equipment. Distributing equipment shall be the same as specified in except that hand spraying by means of hose or bar through a gear pump or air tank will be acceptable for applications to 0.10 gallons per square yard (0.45 L/m 2 ) for flat work or tacking of vertical edges. Uniform coverage will be required Measurement and Payment. For all volumetric quantities to be paid for at Contract Unit Price, the unit of measurement shall be the U.S. gallon (liter) at a temperature of 60 F (15 C). In converting weight to volume, computations shall be based on the following, for all grades: Gallons per ton = 240 (Liters per Tonne = 1002) Pounds per gallon = 8.33 (Grams per Liter = 998) 3

4 203-3 EMULSIFIED ASPHALT General Emulsified asphalt shall be composed of a paving asphalt base emulsified with water. Emulsified asphalt may also contain crumb rubber and/or latex. Emulsified asphalt shall remain homogeneous during storage Water. Water used in emulsifying paving asphalt shall be potable, free from harmful soluble salts and compatible with the other components Latex. Latex shall conform to Physical Properties General. Emulsified asphalt shall be anionic, cationic, or rubberized polymer modified emulsion (RPME) Anionic Emulsified Asphalt. Anionic emulsified asphalt shall conform to the requirements shown in Table (A). Test Description ASTM Test Method No. TABLE (A) Rapid Setting Slow Setting RS-1 RS-2 SS-1 SS-1h Min. Max. Min. Max. Min. Max. Min. Max. Furol Viscosity at 77 0 F (25 0 C), sec. D Furol Viscosity at F (50 0 C), sec. D Settlement 1 5 days, % D Storage Stability 2 1 day D Demulsibility 3 (5mL 0.02N CaCl2), % D Sieve Test (Retained on No. D (850 µm),% Cement Mixing Test, % D Residue from Distillation, % D Penetration of residue at 77 0 F D (25 0 C), 0.1mm 4 Solubility of residue,% D Ductility of residue at 77 0 F (25 0 C), mm D The test requirements for settlement may be waived when the emulsified asphalt is used in less than 5 days time, or the purchaser may require that the settlement test be run from the time the sample is received until it is used, if the this elapsed time is less than 5 days. 2. The 24-hour (1-day) storage stability test may be used instead of the 5-day settlement test. 3. The demulsibility test shall be made within 30 days from the date of shipment. 4. A harder base asphalt meeting current paving asphalt specifications may be specified with the provision that the test requirements on the Residue from Distillation test be waived. 4

5 Cationic Emulsified Asphalt. Cationic emulsified asphalt shall conform to the requirements shown in Table (A). TABLE (A) Test Description Furol Viscosity at 77 0 F (25 0 C), sec. Furol Viscosity at F (50 0 C), sec. ASTM Test Method No. D7496 D7496 Rapid Setting Medium Setting Slow Setting Quick Set CRS-1 Min. Max CRS-2 Min. Max CRS-2 Min. Max CMS-2 Min. Max CMS-2h Min. Max CSS-1 Min. Max. CSS-1h Min. Max. CQS-1h Min. Max Storage Stability D6930 Test 1 5 day % Storage Stability Test 2 1 day % D Demulsibility 3 35 ml D % sodium dactyl sulfosuccinate, % Sieve Test (Retained on No. 20 D [850 µm]) Coating ability and water resistance: D244 Coating, dry Good Good Good aggregate Coating, after Fair Fair Fair spraying Coating, wet Fair Fair Fair aggregate Coating, after Fair Fair Fair spraying Particle Charge Test D7402 Positive Positive Positive Positive Positive Positive Positive 5 Positive Cement Mixing Test, D6935 % Oil distillate by vol. D6997 of emulsion, % Residue from Distillation, % D Penetration of residue, at 77 0 F D (25 0 C), 0.1 mm 4 Solubility of residue, D % Ductility of residue 77 0 F (25 0 C), mm D The test requirements for settlement may be waived when the emulsified asphalt is used in less than 5 days time or the purchaser may require that the settlement test be run from the time the sample is received until it is used if the elapsed time is less than 5 days. 2. The 24-hour (1-day) storage stability test may be used instead of the 5-day settlement test. 3. The demulsibility test shall be made within 30 days from the date of shipment. 4. A harder base asphalt meeting current paving asphalt specifications may be specified with the provision that the requirements on the Residue from Distillation test be waived. 5. Must meet ph requirements of 6.7 maximum (ASTM E70) if the Particle Charge Test results is are inconclusive. 6. Viscosity does not apply to latex or polymer modified emulsion. 5

6 Rubberized Polymer Modified Emulsion (RPME) General. RPME shall consist of a mixture of emulsified asphalt, crumb rubber, and latex. RPME shall contain between 0.55 pounds per gallon (66 grams/liter) and 0.65 pounds per gallon (78 grams/liter) of crumb rubber. Latex shall constitute a minimum of 2 percent by weight of RPME. Crumb rubber shall: a) be granulated scrap tire rubber free from fabric, wires, and other contaminants b) be dry and free flowing; c) have a specific gravity between 1.15 and 1.20; and d) have a gradation of 100 percent passing the No. 16 (1.18mm) sieve, 95 percent passing the No. 20 (900µm) sieve, and a maximum of 1 percent passing the No. 200 (75µm) sieve. Calcium carbonate or talc may be added to a maximum of 4 percent by dry weight of crumb rubber to prevent the rubber particles from sticking together Composition. RPME shall conform to the requirements shown in Table (A). Tests Viscosity, 77 0 F (25 0 C), Brookfield, Model RVT #6 10 RPM 60 sec. TABLE (A) ASTM Requirement Test Method Min. Max. D ,000 12,000 Residue by Evaporation % (including fillers) D Sieve Test (% retained on No. 20 (850 µm) sieve) D Penetration of Residue, 77 0 F (25 0 C), 0.1 mm, D Solubility of Residue D Weight lbs/gallon (g/l) 77 0 F± 1 0 F (25 0 C ± 5 0 C) D lbs/gal (1000g/L) 8.75 lbs/gal (1050g/L) Asphalt Content Seive test of original emulsion is 0.10 max. 2. Asphalt Content shall be determined by multiplying Residue by Evaporation by Solubility of Residue Certificate of Compliance. If so specified in the Special Provisions or requested by the Engineer, a Certificate of Compliance conforming to shall be sent with each load of emulsified asphalt Temperature. Emulsified asphalt may be reheated, but at no time after loading shall the temperature be raised above F (70 0 C). During reheating, emulsified asphalt shall be agitated to prevent localized overheating. Emulsified asphalt shall not be permitted to cool to a temperature less than 40 0 F (5 0 C). Unless otherwise specified in the Special Provisions, emulsified asphalt shall be mixed and applied within the temperature range shown in Table (A). 6

7 TABLE (A) Pug Mill Mixing Temperature ( 0 F ( 0 C)) Application Temperature Grade of Emulsified Asphalt ( 0 F ( 0 C)) Min. Max. Min. Max. CQS-1h 50 (10) 130 (55) 77 (25) 130 (55) RS-1, CRS-1 77 (25) 130 (55) RS-2, CRS (45) 160 (70) SS-1, CSS-1 50 (10) 130 (55) 77 (25) 130 (55) SS-1h, CSS-1h 50 (10) 130 (55) 77 (25) 130 (55) CMS-2, CMS-2S, CMS-2h 50 (10) 140 (60) 100 (40) 160 (70) RPME 60 (15) 140 (60) The Contractor shall furnish and keep on the Work site a thermometer capable of accurately determining the temperature Distribution Equipment. Distribution equipment shall conform to except that hand spraying by means of a hose or bar through a gear pump or air tank is acceptable for uniform application rates up to 0.10 gal/yd 2 (0.45 L/m 2 ) for work on flat surfaces or tacking of vertical edges Volumetric Measurement. For volumetric quantities, the unit of measurement shall be the U.S. gallon (liter) at a temperature of 60 0 F (15 0 C). In converting weight to volume, computations shall be based on the following, for all grades of emulsified asphalt, except RPME: Gallons per ton = 240 (Liters per Tonne = 1002) Pounds per gallon = 8.33 (Liters per Tonne = 998) For RPME: Gallons per ton = 235 (Liters per Tonne = 962) Pounds per gallon = 8.5 (Liters per Tonne = 1018) NOT USED. AIR-REFINED ASPHALT General. Air-refined asphalt is intended for use in subsealing existing concrete pavements. It shall be a mixture of refined liquid asphalt and refined solid asphalt prepared from crude asphaltic petroleum. It shall be homogeneous and free from water and residues Testing Requirements. Air-refined asphalt shall conform to the following requirements: TABLE (A) Test Description ASTM Test Method No. Requirement Penetration of Original Sample at 77 F (25 C), 0.1 mm D Flash Point, C.O.C. F ( C), Min. D (230) Loss on heating, 5 hrs. at 325 F (163 C), % Max. D Penetration after loss at 325 F (163 C),% of Original Pen., Min. D 5 75 Softening Point F ( C) D (82-93) Ductility at 77 F (25 C) mm, Min. D Solubility in trichloroethylene, %, Min. D Solubility in CS2, % Min. D Test Reports and Certification. Test reports and certification shall be made in accordance with Delivery and Pumping. The asphalt shall be delivered to the project in insulated pressure distributor vehicles. Tanks for distributors shall have a minimum capacity of 2,000 gallons (7500 L) and 7

8 be equipped with removable manhole covers, a minimum 2 inch (50 mm) overflow pipe, and suitable strainers at the outlets to the pumps. A metal bar approximately 1/8 x 1/2 inch (3 x 13 mm) calibrated to accurately indicate the contents of the tank in 10-gallon (40 L) increments, shall be provided. Distributors shall be equipped with heating systems consisting of torch-generating type burners and heat flues having sufficient radiation to insure the rapid circulation of hot gases from the burners. Pressure tanks for the burners shall be equipped with pressure gauges and shall be of such capacity to insure efficient operation of the heating system. Heating devices shall be capable of maintaining a uniform temperature of the asphalt of not less than 350 F (175 C) during the period of pumping. In no case shall the temperature of the asphalt be raised to more than 10 F (5 C) below the actual flash point. A thermometer with a 300 to 450 F (150 to 230 C) range shall be so mounted in the tank as to accurately indicate the temperature of the asphalt. Tanks shall be so equipped and operated that the asphalt will be circulated or agitated throughout the entire process. The distributor truck shall be equipped with a pump of the rotary positive pressure type, capable of pumping asphalt at a pressure between 20 and 60 psi (140 and 410 kpa) through two full circulating delivery lines at the same time, so arranged that either line can be used separately. A pressure gage shall be provided to show pressure at which asphalt is being applied. A bypass regulator shall be provided and the pump shall be reversible. The minimum inside diameter of the return lines and connections shall be 1-1/2 inches (38 mm). All lines and nozzles shall be furnished by the Contractor unless otherwise specified. The distributor truck shall be equipped with a water tank having a minimum capacity of 100 gallons (380 L) and a pump with hose and nozzle capable of spraying water on the working area at a pressure of 20 psi (140 kpa) Measurement and Payment. For all volumetric quantities to be paid at Contract Unit Price, the unit of measure shall be the U.S. gallon (liter) at a temperature of 60 F (15 C). In converting weight to volume, computations shall be based on the following for grades 10-25: Gallons per ton = 234 (Liters per Tonne = 976) Pounds per gallon = 8.56 (Grams per Liter = 1026) 8

9 203-5 EMULSION-AGGREGATE SLURRY General. Emulsion-aggregate slurry shall be a stable mixture of emulsified asphalt, mineral aggregate, water, and when specified, accelerator or retardant and is herein referred to as slurry. Mixing and spreading of slurry shall be as described in Materials. The ingredients of the slurry shall conform to the following: a) Emulsified asphalt shall be of a slow-set or quick-set type. The slow-set type shall conform to the requirements of SS-1h or CSS-1h of and The quick-set type shall be cationic unless otherwise specified and shall conform to the requirements of CQS-1h of and to the following specifications when tested according to appropriate ASTM Methods: TABLE (A) QUICK SET EMULSION Tests ASTM Requirements Test Method Min. Max. Furol Viscosity at 77 F (25 C), sec. D Residue from distillation, % by weight D Min. Sieve Test (% retained on No. 20 [850 µm] ) D Max. Particle Charge Test (Cationic) D 244 Positive Particle Charge Test (Anionic) D 244 Negative Storage Stability; 1-Day Settlement D 244 1% Max. Residue Penetration 0.1 mm D Solubility in TCE, % D Min. Ductility, 77 F (25 C), mm D Min. b) The additives for quick- and slow-setting emulsion and the asphalt modifier shall be a type approved by the Engineer. The amount of additive and asphalt modifier to be included in the quickset slurry shall be that amount necessary to ensure that the applied slurry can support vehicular traffic within 60 minutes after the last application. c) Water shall be potable and compatible with the other ingredients of the slurry. d) The Contractor shall provide an aggregate stockpile 24 hours prior to starting the work. e) Aggregate shall be rock dust or other mineral aggregates approved by the Engineer and shall conform to the requirements of Section 200. The aggregate without any additive shall conform to the following requirements: TABLE (B) Tests ASTM Test Method Requirements Percentage Wear 500 Revolutions¹ C % Maximum Sand Equivalent D % Minimum Soundness (5 Cycles)¹ C 88 15% Maximum 1. ASTM C 131 to be run on plus four graded material before final crushing. 9

10 Composition and Grading. The grading of the combined aggregate and the percentage of emulsified asphalt shall conform to the requirements indicated in Table (A). Requirements TABLE (A) Type I % of Combined Aggregate Passing Sieves Type II % of Combined Aggregate Passing Sieves 3/8 in (9.5 mm) No. 4 (4.74 mm) No. 8 (2.36 mm) No. 16 (1.18 mm) No. 30 (600 µm) No.50 (300 µm) No. 100 (150 µm) No. 200 (75 µm) Emulsified Asphalt % of Dry Aggregate Weight (Must meet Residual Asphalt requirement) Residual Asphalt % of Dry Aggregate Weight 10 min. 7.5 min Mix Design. The Contractor, at its expense, shall submit for Engineer approval laboratory reports of mix designs performed in accordance with ASTM D 3910 procedures, utilizing the specific materials to be used. ASTM D 3910 procedures shall be modified to include the retained No. 4 (4.75 mm) aggregate if present in the mix design. The Engineer will approve the mix proportions that are best suited for use on the Work, based upon the emulsion content and water needed to produce a slurry with a maximum loss of 50 grams per square foot (540 grams per square meter) by the modified Wet Track Abrasion Test. For mix designs containing more than 4 percent aggregate retained on the No. 4 (4.75 mm) sieve, the maximum loss will be 60 grams per square foot (650 grams per square meter). The Contractor, at its expense, shall calibrate each slurry mixer to be used in the Work according to the approved slurry mix design. The Contractor shall allow 2 days prior to the start of work for calibration and testing at a location to be approved by the Engineer. The Engineer will obtain field samples at the time of calibration for Extraction Test (ASTM D 2172, California Test 382), Consistency Test, and Wet Track Abrasion Test (Modified ASTM D 3910). When in the judgment of the Engineer, the field samples meet the requirements stipulated in these specifications, the Engineer will notify the Contractor to start the work. 10

11 203-5 SLURRY SEAL General. Slurry seal shall be either emulsion-aggregate slurry (EAS) conforming to or rubberized emulsion-aggregate slurry (REAS) conforming to Mix Design. The Contractor shall submit a mix design in accordance with for each combination of emulsified asphalt grade and aggregate gradation to be used in the Work. Each mix design shall conform to ASTM D3910. Laboratory reports supporting each mix design shall be included with the submittals. Laboratory reports shall identify the aggregate source and supplier, emulsified asphalt supplier and all of the test results required in ASTM D3910 except for the cohesion test. When the use of slow-set emulsion is specified in the Special Provisions, the set time test is not required. In addition, each mix design shall include the following: a) amount of emulsified asphalt or RPME in gallons (liters) per ton (Tonne) of aggregate, b) amount of added water in gallons (liter) per ton (Tonne) of aggregate, c) quantity and type of set control agents, d) percent of latex, if so specified in the Special Provisions, and the e) loose unit weight of aggregate (ASTM C29 with 0.1 ft 3 (3 L) bucket). When a mix design is more than 30 days old, it shall be supplemented with a Certificate of Compliance conforming to that states the combined aggregate gradation is within ± 3 percent of the reference mix design based on a 30 day moving average or the average of a minimum of 10 of the most current laboratory results, whichever is greater. A mix design shall be reformulated if it is more than one year old or whenever the combined aggregate gradation changes from that in the previously submitted mix design by ± 3 percentage points on any sieve size shown in Table (A). If the source of any aggregate or emulsified asphalt is changed, or the mix design or supporting laboratory reports are over one year old, a new mix design shall be submitted to the Engineer in accordance with Mix designs shall be based on the following: a) for Type Fine, the content of RPME and water needed to produce a slurry seal with a maximum wet track abrasion test loss of 50 grams per square foot (540 grams per square meter) when tested in accordance with ASTM D3910; b) for Type I, the content of emulsified asphalt and water needed to produce a Type I slurry seal with a maximum wet track abrasion test loss of 50 grams per square foot (540 grams per square meter) when tested in accordance with ASTM D3910; or, c) for Type II or Type III, the content of emulsified asphalt and water needed to produce a slurry seal with a maximum wet track abrasion test loss of 60 grams per square foot (650 grams per square meter) when tested in accordance with ASTM D3910. ASTM D3910 shall be modified to include the aggregate retained on the No. 4 (4.75mm) sieve for Type II and Type III slurry seals. Type III slurry seals shall use the 3/8 inch (9.5mm) template. 11

12 Aggregate General. Aggregate shall be 100 percent crushed rock conforming to , , and the requirements shown in Table (A). TABLE (A) Tests ASTM Test Method Requirements Percentage Wear at 500 Revolutions 1 C131 40% Maximum Sand Equivalent D Minimum Soundness(5 Cycles) 1 C88 15% Maximum 1. To be run on the material retained on the No. 4 (4.75 mm) sieve graded from the source Grading. The combined aggregate gradation shall be determined in accordance with ASTM C136 and conform to the requirements shown in Table (A). TABLE (A) Percentage Passing Sieves Type Fine Type I Type II Type III Sieve Size Min. Max. Min. Max. Min. Max. Min. Max. 3/8 inch (9.5 mm) No. 4 (4.74 mm) No. 8 (2.36 mm) No. 16 (1.18 mm) No. 30 (600 µm) No. 50 (300 µm) No. 100 (150 µm) No. 200 (75 µm) Emulsion-Aggregate Slurry (EAS) General. EAS shall be a stable mixture of cationic emulsified asphalt, aggregate, water, a set control agent, and when so required, latex. EAS shall be specified by combined aggregate gradation and emulsified asphalt grade, i.e. Type II-CQS-1h-EAS. The combined aggregate gradation and emulsified asphalt grade shall be as specified in the Special Provisions or shown on the Plans Materials Aggregate. Aggregate shall be Type I, Type II, or Type III conforming to Emulsified Asphalt. Emulsified asphalt shall be slow-set or quick-set, and, if so specified in the Special Provisions or shown on the Plans, contain latex. Slow-set emulsified asphalt shall be CSS-1h conforming to unless otherwise specified in the Special Provisions or shown on the Plans. Quick-set emulsified asphalt shall be CQS-1h conforming to unless otherwise specified in the Special Provisions or shown on the Plans. The percentage of emulsified asphalt and residual asphalt content shall conform to the requirements shown in Table (A). TABLE (A) Tests Test Method Type I Type II Type III Emulsified Asphalt %, by weight of dry aggregate Residual Asphalt ASTM D Content, %by weight or of dry aggregate. CT Sample size shall be 500g minimum. 10 min. 7.5 min. 6.5 min. 12

13 Water. Water shall conform to Latex. The addition and exact percentage of latex to be added shall be as specified in the Special Provisions or shown on the Plans. Latex for cationic emulsified asphalt shall conform to except contain 65 ± 5 percent rubber solids Set Control Agents. Set control agents shall be either Type II or Type V portland cement conforming to , aluminum sulfate, or other material approved by the Engineer Mixing. Mixing shall conform to Rubberized Emulsion Aggregate Slurry (REAS) General. REAS shall be a stable mixture of RPME, aggregate, water, and portland cement. REAS shall be specified by combined aggregate gradation, i.e. Type II-REAS. The combined aggregate gradation shall be as specified in the Special Provisions or shown on the Plans Materials Aggregate. Aggregate shall Type Fine, Type I, Type II, or Type III conforming to Rubberized Polymer Modified Emulsion. RPME shall conform to The percentage of RPME and residual RPME solids shall conform to the requirements shown in Table (A). Tests TABLE (A) Type Fine Type I Type II Type III Test Method Min. Max. Min. Max. Min. Max. Min. Max. RPME % by weight of dry ASTM D aggregate 1 or Residual RPME Solids 3 CT Must meet Residual RPME Solids. 2. Sample size shall be 500g minimum. 3. Residual RPME Solids = RPME % (ASTM D6307 or CT 382) x Residue by Evaporation of RPME % (ASTM D6934) Water. Water shall conform to Portland Cement. Portland cement may be added to modify the viscosity and curing characteristics accordance with the approved mix design. Portland cement shall be Type I/II or II/V conforming to and shall not exceed 1.5 percent of the dry weight of the aggregate Central Plant Mixing General. Mixing at a central mixing plant shall conform to the following requirements: a) Component materials conforming to shall be stored separately at the plant. b) Aggregate shall neither be stored nor transported in such a way that may cause segregation, degradation, or intermingling of different size aggregates. c) Materials shall be proportioned by weight into the mixing tank. Volumetric proportioning will not be permitted. d) The mixing tank shall be equipped with scales. The zero tolerance for the tank scales shall be 0.5 percent based on the total batch weight. The scales shall be calibrated and certified on a yearly basis in accordance with or after every modification or repair. e) The mixing tank shall be equipped with a full sweep mixer/agitator with blades or paddles of a sufficient size and number and operated at a speed sufficient to produce a homogeneous mix. Should the blades, paddles, or other parts of the mixer/agitator become worn to such an extent to adversely affect the quality of the mix they shall be promptly replaced. Insufficient mixing 13

14 or agitation in within the mixing tank shall be corrected by either a reduction in the volume of component materials or other adjustments. f) Each batch shall be continuously mixed for 3 minutes or until all of the component materials are thoroughly blended, whichever is longer. The mixing time shall begin upon the introduction of the last component material. If the Engineer determines that the mixture is not thoroughly blended, the mixing time shall be increased. g) Mixed REAS shall be stored at the central mixing plant site in storage tanks equipped with an agitator of a similar configuration to the agitator in the mixing tank. The agitator shall be capable of continuous operation Transporting. REAS shall be transported from the central mixing plant to the Work site in trucks specifically designed for this purpose equipped with an agitator. REAS shall be continuously agitated during transport Work Site Mixing. Mixing at the Work site in continuous-flow mixers shall conform to

15 302-4 EMULSION-AGGREGATE SLURRY Materials. Materials for emulsion-aggregate slurry shall conform to Mixing General. Mixing shall be performed by a continuous-flow mixer. All aggregate particles shall be uniformly saturated and coated with asphalt Continuous-Flow Mixers. The slurry mixer shall be a multiblade or spiral continuous-flow unit in good working condition capable of accurately delivering a predetermined proportion of aggregate, water, emulsion, additive and asphalt modifier to the mixer and of discharging the thoroughly mixed slurry on a continuous basis. Each mixer shall have a metering device to measure the quantity of water in gallons (liters) used in each load of slurry and a separate metering device or equivalent which meets the approval of the Engineer to measure the quantity of emulsified asphalt used in each load of slurry. The spreader box shall be equipped with flexible material in contact with the pavement and shall be maintained so as to prevent loss of slurry. It shall be adjustable to ensure a uniform controlled spread and be equipped with a mechanical or hydraulic type horizontal shifting device Application General. The work shall consist of mixing asphaltic emulsion, aggregate, additive, and water and spreading the mixture on the pavement where shown on the Plans. Type I and Type II slurry shall be applied at the application rate shown in Table (A). TABLE (A) Application Rate Area Covered Slurry Seal Minimum Maximum Minimum Maximum 8 lbs/yd 2 10 lbs/yd ft 2 /ELT 2250 ft 2 /ELT Type I (4.3 kg/m 2 ) (5.4 kg/m 2 ) (167 m 2 /ELT) (209 m 2 /ELT) Type II 12 lbs/yd 2 (6.5 kg/m 2 ) 15 lbs/yd 2 (8.1 kg/m 2 ) 1200 ft 2 /ELT (112 m 2 /ELT) 1500 ft 2 /ELT (139 m 2 /ELT) An ELT of slurry is made up of 2000 pounds (907 kg) of dry aggregate plus emulsified asphalt, accelerator or retardant, and water. Quantities and application rate shall be approved by the Engineer. When the Engineer determines that the application rate does not conform to the requirements, the Contractor shall take immediate corrective action. When the rate is less than the minimum amount required, the Contractor shall reapply additional slurry seal to the nonconforming area to meet the requirements. When the rates exceed the maximum specified in Table (A), the Engineer should refer to The sites for stockpiling and batching materials shall be clean and free from objectionable material. Arrangements for these sites shall be the responsibility of the Contractor. Hand squeegees and other hand equipment shall be provided to remove spillage and spread slurry in areas inaccessible to the spreader box. The Contractor shall have two fully operational mixers for use at the project site at all times. These mixers shall be available for inspection by the Agency at least 48 hours prior to commencing work Spreading. Slurry shall not be applied when the atmospheric temperature is less than 50 F (10 C). The maximum speed of the slurry machine shall not exceed 270 feet per minute (80 meters per minute). 15

16 The application of slurry shall not commence until after 7:00 a.m. and the slurry shall be sufficiently cured to be open to traffic by 4:00 p.m. The streets to be sealed shall be closed from the time the application begins until the Engineer determines the mixture has achieved sufficient set to be opened to traffic. Prior to applying slurry, the surface to be sealed shall be cleaned by the Contractor unless otherwise specified. Immediately ahead of the mixer, the pavement shall be prewetted by a pressure water distribution system equipped with a fog-type spray bar which will completely fog the surface of the pavement. The need for application and the rate of application will be determined by the Engineer. Evidence of solidification of the asphalt, balling or lumping of the aggregates, or the presence of uncoated aggregates will be cause for rejection of the slurry. Slurry shall be applied in such a manner that no ridges shall remain. The Contractor shall prevent slurry from being deposited on other than asphalt concrete surfaces and shall remove slurry from surfaces not designated to be sealed at no cost to the Agency. The method of slurry removal shall be approved by the Engineer. At the direction of the Engineer, the Contractor shall repair and reseal all areas of the streets which have not been sealed properly or completely, at no cost to the Agency. Where the completed slurry is not uniform in color, the street shall be treated to eliminate the color variation at the Contractor s expense. The method of treatment shall be approved by the Engineer Field Sampling. During the performance of the Work, the Agency will take at least two field samples of the mixed slurry per slurry mixer per day. The Wet Track Abrasion test sample shall not be transported until slurry has set as defined by ASTM D All field samples shall have the following values: TABLE (A) Tests Test Method Requirements Min. Max. Wet Track Abrasion Test, Weight loss, gm/ft 2 (gm/m 2 ) ASTM D (540) Type I Aggregate Wet Track Abrasion Test, Weight loss, gm/ft 2 (gm/m 2 ) Type II Aggregate ASTM D (650) Consistency Test (mm) ASTM D Extraction Test (Calculated Emulsion Content, %) ASTM D 2172, California ± 1.0% of mix design Water Content, % of Dry Aggregate Weight See note 3 below Modified ASTM D 3910 to include No. 4 (4.75 mm) aggregate or greater and to be performed using field samples. 2. Modified CTM 382 to allow 1000 ± 100 gram sample. 3. Weigh a minimum of 500 grams of homogenized mixed slurry into a previously tarred quart can with a friction lid. The lid shall be placed on the can to prevent loss of material during transportation. Place the can with the lid off in an oven and dry to constant mass at 230 ± 9 F (110 ± 5 C). Cool, reweigh and calculate the water content. Subsection of ASTM D 3910 may be modified to use a microwave oven for drying the specimen after the abrasion cycle and the debris has been washed off. If the test results fail to meet the Specifications, the Contractor shall cease slurry laydown operation with the nonconforming mixer until it demonstrates the ability to comply with the Specifications. No change in the proportions of the approved mix design will be permitted without the Engineer s approval. If the Contractor changes its source of supply for either the aggregate or the emulsion, the mix design approval and the quality control procedures specified herein shall be repeated. Mixes used shall not deviate more than ± 1.0 percent from the approved proportion of emulsion. (Example: If the approved mix is 16 percent emulsion, then the emulsion content must be between 15 and 17 percent). The percentage of emulsion is based on the dry weight of aggregate. 16

17 Public Convenience and Traffic Control. At least 5 working days prior to commencing work, the Contractor shall submit its spreading schedule to the Agency for approval. This schedule shall allow residents on the streets to be sealed ample on street parking within a reasonable distance from their homes. Based upon the spreading schedule, the Contractor shall notify residents and businesses of the work and post temporary No Parking signs. Requests for changes in the schedule shall be submitted by the Contractor to the Engineer for approval at least 48 hours prior to the scheduled sealing of the streets affected. The Contractor shall be responsible for adequate barricading of the work area and controlling of traffic in the vicinity of the project as specified in 7-10, or as directed by the Engineer. When necessary to provide vehicular or pedestrian crossings over the fresh slurry, the Engineer shall direct the Contractor to spread sufficient sand or rock dust on the affected area to eliminate tracking or damage to the slurry. Sand or rock dust used for this purpose shall be at the Contractor s expense Measurement and Payment. Slurry will be paid for at the Contract Unit Price per ELT. The payment quantity will be determined by the weight of dry aggregate used in the slurry. The Contract Unit Price per ELT shall include full compensation for furnishing emulsion, accelerator or retardant, and water Payment Reduction for Noncompliance General. Payment to the Contractor will be reduced for failure to comply with Wet Track Abrasion Testing requirements stated in The percent reduction will be based on the requirements stated in Reduction in payment will be applied to all of the material placed per day by the nonconforming slurry mixer Reduction in Payment Based on WTAT. If the average of the Wet Track Abrasion Tests made for each slurry mixer, per day, fail to conform to the requirements specified in , the Contractor agrees that the payment for slurry will be reduced as follows: TABLE (A) WTAT Loss gm/ft 2 (gm/m 2 ) Payment Reduction (Percent) Fine & Type I Aggregate 0 50 (0 540) ( ) ( ) ( ) ( ) or greater 1 ( or greater) Slurry seal with WTAT loss greater than 99.1 g/ft 2 ( gm/m 2 ) shall be removed to the satisfaction of the Engineer. TABLE (B) WTAT Loss gm/ft 2 (gm/m 2 ) Payment Reduction (Percent) Type II Aggregate 0 60 (0 650) ( ) ( ) ( ) or greater 1 ( or greater) Slurry seal with WTAT loss greater than 99.1 g/ft 2 ( gm/m 2 ) shall be removed to the satisfaction of the Engineer. 17

18 302-4 SLURRY SEAL SURFACING General. Slurry seal surfacing shall consist of mixing, spreading, and application of slurry seal conforming to at the Work site. The combined aggregate gradation and emulsified asphalt grade shall be as shown on the Plans or specified in the Special Provisions Aggregate Stockpile. The Contractor shall make arrangements for and provide an aggregate stockpile site a minimum of 3 working days prior to starting the Work. The stockpile site shall be clean and free from objectionable material Continuous-Flow Mixers General. Slurry seal mixed at the Work site shall be mixed in hydraulic or mechanical continuous flow mixers (mixers). The Contractor shall have a minimum of 2 fully-operational mixers available for use at the Work site at all times. Mixers shall be multi-blade or spiral continuous flow units capable of accurately proportioning and mixing aggregate, water, emulsion, portland cement and set control agents, and discharging the mixture to a spreader box on a continuous basis. Mixers shall be equipped with a counter to count the revolutions of the aggregate belt head pulley, a metering device capable of measuring the quantity of water in gallons (liters), and a separate metering device capable of measuring the quantity of emulsified asphalt used to produce each load of slurry seal. Each emulsion pump shall have its own identification number as determined by the Contractor. Variable rate emulsion pumps shall not be used. The identification number shall be affixed in a location visible to the Engineer Hydraulic Continuous-Flow Mixers. The drive shaft of the hydraulic motor shall be connected directly to the emulsion pump and have the same or a parallel shaft connected to the hydraulic motor that drives the aggregate belt head pulley Mechanical Continuous-Flow Mixers. The emulsion pump and aggregate belt head pulley shall be driven off the same drive shaft Calibration General. Each continuous-flow mixer to be used in the Work shall be calibrated annually by the Contractor. The calibration procedure shall conform to the ISSA Inspector s Manual MA-1 except as modified in A Registered Civil Engineer in the State of California shall sign and seal the calibration report. The calibration shall be valid for one year from the date the procedure was performed. Re-calibration will be required if: a) the emulsion pump or the sprockets drive ratio is changed, and/or b) the aggregate source is changed and the loose unit weight, as determined by , varies by more than 5 percent from the loose unit weight determined at the time of calibration of the mixer. Slurry seal surfacing work shall not begin until the calibration report has been reviewed and accepted by the Engineer Procedure. The ISSA procedure shall be modified to require a minimum sample size of 6,000 pounds (2,700 kilograms) of aggregate for each gate opening and each test run. The calibration of the emulsion pump shall require a minimum of 25 revolutions of the aggregate belt. The difference in the weight of aggregate delivered shall not vary by more than 2 percent from the average of 3 test runs. The number of revolutions of the head pulley shall be the same for each test run for the gate openings being tested. The emulsion calibration need only be verified for one gate setting. The emulsion delivery rate shall not vary by more than 2 percent from the average of 3 test runs. The Contractor may elect to use larger samples of aggregate or emulsion. 18

19 The Contractor shall reproduce and complete the Emulsion Calibration Worksheet in the Appendix of the ISSA Inspector s Manual MA-1. In addition to the information required on the worksheet, the Contractor shall also provide the following: a) the type and grade of emulsified asphalt, b) the aggregate source and type, c) the proposed gate setting based upon the approved mix design, d) the date of calibration, and e) the loose unit weight of aggregate determined in accordance with ASTM C29 with a minimum 0.1 ft 3 (3 L) bucket. The Contractor shall also include the following information on all worksheets and graphs: f) the identification number for the sprocket and emulsion pump, and g) the model of the vehicle and type of mixer used for the calibration. The graph showing pounds (kilograms) of aggregate vs. gate openings inches (millimeters) shall also be signed and dated by the Registered Civil Engineer that signed and sealed the calibration report. A copy of the gate opening curve and calibration data shall be kept with each mixer for review by the Engineer Verification Testing. The Contractor shall adjust each continuous-flow mixer to be used in the Work to produce slurry seal conforming to the approved mix design(s) required in The Contractor shall allow 2 working days prior to the start of the Work for verification testing of each continuous flow and plant mixer. The Contractor shall provide field samples at the time of verification testing for extraction tests (ASTM D6307), consistency tests, and modified wet track abrasion tests (ASTM D3910). When the field samples conform to the Specifications, the Engineer will notify the Contractor it may start the Work. If not, additional tests shall be performed at the Contractor s expense until an acceptable mix is produced Scheduling, Public Convenience and Traffic Control. In addition to the requirements of 7-10, the Contractor shall comply with the following: At least 5 working days prior to commencing the Work, the Contractor shall submit its proposed schedule to the Engineer for approval. Based upon the approved schedule, the Contractor shall, at least 48 hours in advance, notify residents and businesses of the Work and post temporary No Parking signs. Requests for changes in the approved schedule shall be submitted to the Engineer for approval at least 3 working days before the street is scheduled to be sealed. Streets where slurry seal is scheduled to be applied shall be closed from the time the Contractor begins to clean the street surface until the Engineer determines the slurry seal has achieved sufficient set to be opened to traffic. Rock dust or sand shall be spread, as directed by the Engineer, to eliminate tracking or damage and to provide vehicular or pedestrian crossings. Rock dust or sand used for this purpose shall conform to and , respectively Emulsion-Aggregate Slurry (EAS) General. EAS shall conform to Field adjustments to the set control agents may be made in accordance with the approved mix design. The amount of set control agents to be included shall be that amount necessary to ensure that quick-set EAS can support vehicular traffic within 60 minutes after the completion of application Mixing. Mixing shall be performed on the Work site by the use of continuous flow mixers conforming to

20 Application Temperature EAS shall not be applied if either the pavement or the ambient temperature is less than 50 0 F (10 0 C) and falling, but may be applied when the pavement and ambient temperatures are both above 45 0 F (7 0 C) and rising Aggregate Application Rate General. The aggregate application rate shall conform to the requirements shown in Table (A) unless otherwise specified in the Special Provisions or shown on the Plans. Aggregate Type TABLE (A) Aggregate Application Rate MINIMUM MAXIMUM Type I 8 lbs/yd 2 (4.3 kg/m 2 ) Type II 12 lbs/yd 2 (6.5 kg/m 2 ) Type III 20 lbs/yd 2 (10.8 kg/m 2 ) 10 lbs/yd 2 (5.4kg/m 2 ) 15 lbs/yd 2 (8.1kg/m 2 ) 25 lbs/yd 2 (13.5 kg/m 2 ) Corrective Action. When the aggregate application rate is less than the minimum shown in Table (A), the Contractor shall apply additional SSS to the nonconforming areas as necessary to conform to the Specifications. When the aggregate application rate exceeds the maximum shown in Table (A), the nonconforming material shall be removed and replaced, or be left in place at no additional cost to the Agency, as determined by the Engineer Rubberized Emulsion Aggregate Slurry (REAS) General. REAS shall conform to Mixing. REAS shall be mixed by one of the following methods as specified in the Special Provisions: a) in a continuous flow mixer conforming to at the Work site, or b) at a central mixing plant conforming to Transporting. Transporting of REAS mixed at a central mixing plant shall conform to Work Site Storage. REAS mixed at a central mixing plant may be stored at the Work site in tanks specifically designed for this purpose and which are equipped with an agitator similar to that in a central mixing plant. The agitator shall be capable of continuous operation Application Temperature. REAS shall not be applied if either the pavement or the ambient temperature is less than 55 0 F (13 0 C) and falling, but may be applied when the pavement and ambient temperatures are both above 50 0 F (10 0 C) and rising Application Rate Continuous-Flow Mixer. The aggregate application rate of REAS mixed on the Work site in a continuous-flow mixer shall conform to the requirements shown in Table (A) unless otherwise specified in the Special Provisions or shown on the Plans. 20