SECTION 413.10 MICRO-SURFACING.
413.10.1 Description. This work shall consist of producing and placing a mixture of cationic polymer-modified
asphalt emulsions, mineral aggregate, mineral filler, water, and other additives as needed at locations shown on the plans or as directed by the engineer.
413.10.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as
follows: Item Section Emulsified Asphalt 1015
413.10.2 1 Aggregate.
413.10.2 1.1 Allowable aggregate sources for all grades in micro-surfacing, that have been previously approved
by MoDOT, include the following:
a.Flint chat from the Joplin area
b.Crushed porphyry
c.Crushed steel slag
d.Crushed blast furnace slag with a documented history of satisfactory use
e.Combinations thereof Mineral aggregates for Grade B and C may be crushed limestone or dolomite in accordance with the following requirements. Gravel, chert, and light-weight aggregates shall not be used. Micro-Surfacing Aggregate Properties* Property Test Method Grade BGrade C Deleterious rock, percent by weight, max MoDOT TM 71 2.0 2.0 Shale, percent by weight, max 0.5 0.5 Other foreign material, percent by weight, max 0.5 0.5 Micro-Deval, percent, max AASHTO T 327 18 20 Los Angeles Abrasion, percent loss, max AASHTO T 96 32 35 Sand Equivalent, percent min AASHTO T 176 65 65 * Tests shall be determined on ledge or ledge combinations of the parent rock. Sand equivlalent tests shall be tested on the fine portion of the blended aggregate. All aggregates shall be free of cemented or conglomerated material and shall not have any coating or detrimental material.
413.10.2 1.2 Blends of approved aggregate may be supplied provided:
a.The individual aggregates are reasonably uniform in gradation and other qualities.
b.The aggregates are uniformly blended with designated proportions into a separate stockpile prior to use. Aggregate may be blended directly into the supply truck provided the blending device has been calibrated, gate settings are unchanged, and belt samples indicate material gradation compliance.
c.The proportion is not changed from the job mix formula during the course of placement.
413.10.2 1.3 The Job Mix Formula (JMF) shall be designed to allow for stockpile and construction tolerances.
The gradation of the aggregate stockpile during production shall not vary from the JMF by more than the stockpile tolerance designated in the following table, while also remaining within the specification gradation master range. Any material not meeting the master gradation range listed in the following table is unacceptable. Aggregate Gradation Requirements Master Gradation Range Percent Passing, AASHTO T 27 Sieve Size Type II Grades A, B, or C Type III/IIIR Grades A, B, or C Stockpile Tolerance 3/8 inch 100 100 (98*) No. 4 90 - 100 70 - 90 +/- 5% No. 8 65 - 90 45 – 70 +/- 5% No. 16 45 - 70 28 – 50 +/- 5 % No. 30 30 - 50 19 – 34 +/- 5 % No. 50 18 - 30 12 – 25 +/- 4 % No. 100 10 - 21 7 – 18 +/- 3 % No. 200 5 - 15 5 - 15 +/- 2 % * Type III Single Pass or Type IIIR with application rates 30 lbs/yd2 or greater may have a minimum of 98 percent passing the 3/8-inch sieve.
413.10.2 1.4 The final aggregate mixture shall have no oversize material when deposited at the stockpile site. If
the stockpile area contains any particles exceeding the specified maximum sieve, all aggregate shall be screened again as the aggregate is loaded into the final placement machine.
413.10.2 2 Mineral Filler. Mineral filler shall be a Type I or Type II Portland cement in accordance with Sec
1019 or hydrated lime in accordance with AASHTO M 303-Type I, and shall be free of lumps or any other deleterious material. The mineral filler application rate range, approved by the mix design laboratory, shall be included in the mix design.
413.10.2 3 Water. Water shall be potable and free of harmful soluble salts. Water application rate range,
approved by the mix design laboratory, shall be included in the mix design. The water content is the total water content of the system, including aggregate moisture.
413.10.2 4 Additives. Any other materials added to the mixture or to any of the component materials used to
provide the required properties or control the break/set of the mixture shall be supplied by the emulsion manufacturer. Additive application rate range, approved by the mix design laboratory, shall be included in the mix design.
413.10.2 5. Material Acceptance. All aggregate shall be sampled, tested and approved by the engineer prior to
use. Portland cement and hydrated lime may be accepted for use based on visual examination.
413.10.3 Job Mix Formula (JMF). The manufacturer of the polymer-modified emulsion shall develop the job
mix formula for the specific materials to be used and shall present the JMF and certified test results at least 30 days prior to use for the engineer's approval. The JMF shall include raw data from the design process and contain the following information: (all percentages are based on the dry weight of the aggregate)
a.Source, type (formation, etc.), and ledge number if applicable from each parent aggregate used in the JMF.
b.Aggregate property test results from each ledge or ledge combinations from the parent rock used in the JMF that includes: deleterious rock, shale, other foreign material, micro-deval, and Los Angeles abrasion. Sand equivalent tests results reported on the fine portion of the blended aggregate.
c.Bulk specific gravities and absorption of each aggregate fraction in accordance with AASHTO T 85 for coarse aggregate and AASHTO T 84 for fine aggregate including all raw data.
d.Percentage of each aggregate component.
e.Combined aggregate gradation and bulk specific gravity of the JMF.
f.Source and type of mineral filler.
g.Percentage of mineral filler and minimum and maximum range.
h.Percentage of water and minimum and maximum range.
i.Source and type of additives (if required).
j.Percentage of mix set additives (if required) and minimum and maximum range.
k.Source and type of asphalt emulsion.
l.The residual asphalt content.
m.The emulsion application rate minimum and maximum range.
n.The JMF shall meet the following International Slurry Surfacing Association (ISSA) performance criteria: ISSA Performance Criteria Test ISSA Technical Bulletin No. Specification Mix Time @ 77 ° F TB 113 120 seconds, Min. Wet Cohesion @ 30 minutes, Min. (Set) @ 60 minutes, Min. (Traffic) TB 139 12 kg-cm, Min. 20 kg-cm or Near Spin, Min. Wet Stripping TB 114 90 %, Min. Wet Track Abrasion Loss @ 1-hour soak @ 6-day soak TB 100 50 g/ft2 (538 g/m2), Max. 75 g/ft2 (807 g/m2), Max. Lateral Displacement TB 147 5 % Maximum The micro-surfacing mixture shall meet the minimum aggregate application rate requirements as listed in the following table for the type and application specified in the plans. If more than one aggregate is used, the aggregates shall be blended in designated proportions as indicated in the JMF, and those proportions shall be maintained throughout the placement process. If aggregate proportions are changed, a new JMF shall be submitted for approval. Micro-Surfacing Application Requirements for All Grades Micro-Surfacing Mineral Aggregate Type Application Type Minimum Application Rate (lbs./yd2) dry mass Type II Micro-Surfacing Type II Single Pass 20.0 Type II Double Pass Top Course 20.0 Bottom Course 15.0 Type III Micro-Surfacing Type III Single Pass 30.0 Type III Double PassTop Course 25.0 Bottom Course 20.0 Type II / Type III Micro- Type II over Type III Top Course 20.0 Surfacing Combination Bottom Course 20.0 Type IIIR Micro-Surfacing As necessary The micro-surfacing JMF shall also meet the other material requirements as listed in the following table: Other Material Requirements Material Requirement Polymer solids content, based on asphalt weight, percent, min. 3.0 Polymer Modified Emulsion (residual), percent, min. 7.5 Mineral Filler, percent by mass of dry aggregate, max. 2.0 Additive As required to control set/break time Water As required for proper mix consistency
413.10.3 1 All Types and Grades. The minimum dry mass per unit area will be based on a bulk specific gravity
(BSG) of 2.65. The BSG of the final aggregate blend shall be determined and shown as part of the JMF criteria. If the BSG is different from 2.65 by more than 0.05, the above minimum masses shall be adjusted by dividing the specified unit mass by 2.65 and multiplying by the new BSG. (For example, for a new BSG = 3.15, the new minimum application rate for a Type II micro-surface would be 3.15(20.0/2.65) = 23.8 pounds per square yard). These adjusted values shall be designated on the JMF and will apply in the field.
413.10.3 2 Type II or Type III. If a specified thickness is required, the amount of mineral aggregate per square
yard shall be increased as necessary to obtain the thickness.
413.10.3 3 Two-Pass Type II and/or Type III. When specified, two passes of micro-surfacing (Type II/Type II,
Type III/Type III, or Type II/Type III) shall be applied, the first of which shall be to fill depressions and level the surface (bottom course) and the second pass as the final wearing surface (top course).
413.10.3 4 Type IIIR. For Type IIIR mixes, there will be no minimum or maximum unit quantities. The
contractor shall make the determination as to the amount necessary, except all depressed areas shall be filled level as specified. Type IIIR may be applied in more than one pass at the contractor’s expense. Type IIIR shall not be added to Type II or Type III applications in the field, but shall be a separate application.
413.10.4 Equipment.
413.10.4 1 Mixing Equipment. The micro-surfacing mixture shall be mixed and laid by a self-propelled mixing
machine. The mixing machine shall be able to accurately deliver and proportion the aggregate, mineral filler, water, additive and emulsion to a revolving multi-blade dual mixer and to discharge the thoroughly mixed product. The machine shall have sufficient storage capacity for all components to maintain an adequate supply to the proportioning controls.
413.10.4 1.1 Individual volume or weight controls for proportioning each item to be added to the mix shall be
provided. Each material control device shall be calibrated and properly marked. The calibration shall be approved by the engineer prior to proportion. Each device shall be accessible for ready calibration and placed such that the engineer may determine the amount of each material used at the time.
413.10.4 1.2 The mixing machine shall be equipped with a water pressure system and nozzle-type spray bar to
provide a water spray to dampen the surface when required immediately ahead of and outside the spreader box as required. No free flowing water shall be present.
413.10.4 2 Spreading Equipment. The micro-surfacing mixture shall be spread uniformly by means of a
mechanical-type spreader box attached to the mixer. The spreader box shall be equipped with paddles or augers to agitate and spread the material uniformly throughout the box. The paddles or augers shall be designed and operated so all the fresh mix will be agitated to prevent the mixture from setting up in the box, causing side buildup and lumps.
413.10.4 2.1 The spreader box used for surface course construction shall be equipped with flexible seals in
contact with the road to prevent loss of mixture from the box. The box shall be equipped with devices to adjust the thickness or grade of the surface and shall have a squeegee strike-off rear plate.
413.10.4 2.2 A secondary strike-off shall be provided to improve surface texture. The secondary strike-off shall
have the same adjustments as the spreader box.
413.10.4 2.3 The spreader box used for rut-filling shall have two metal strike-offs, angled from each side toward
the center at approximately 45 degrees. Interrupted flight augers shall be used ahead of the first strike-off plate to spread the mix and maintain laminar flow. The second strike-off plate shall be adjusted to produce the desired grade and depth. The first strike-off and augers shall be adjustable up and down in order to maintain a fairly uniform flow or roll of material in front of the second strike-off. A rubber squeegee shall be attached to the adjustable metal plate at the rear of the spreader box, behind the second strike-off, to texture the surface. The adjustable metal plate shall have sufficient clearance not to affect the grade established by the second strike-off.
413.10.5 Construction Requirements.
413.10.5 1 Testing. Field testing shall be conducted in accordance with MoDOT’s Quality Management
Inspection and Testing Plan (ITP) for the grade of micro-surfacing specified in the contract, specifically as follows: Parameter or Procedure AASHTO Method Micro- surfacing Grade Minimum Testing Frequency Contractor QC MoDOT QA Aggregate Gradation Control T27 & T11 Grade A 1 per Day 1 per Activity Grade B or C 1 per Activity 1 per Activity All other testing requirements listed in the ITP shall be followed.
413.10.5 2 Test Strip. A test strip 500 feet long (minimum) and the width of one lane shall be constructed on the
roadway within the project limits. The micro-surfacing mixture shall be evaluated on the following criteria:
a.The micro-surfacing mixture shall exhibit an initial set time of 30 minutes or less.
b.After a 2 hour cure time, the micro-surfacing mixture shall be evaluated for marring resistance by opening the test strip to traffic and evaluating after 30 minutes or simulating traffic movements with a stopping and turning vehicle on the test strip. No streaks, such as those caused by oversized aggregate or broken mix, shall be left in the finished surface. If excessive streaking develops, the job will be stopped until the contractor proves to the engineer the situation has been corrected. Excessive streaking is defined as:
a.More than four drag marks greater than 0.5 in (12.7 mm) wide and 4.0 in (101 mm) long, or
b.1.0 in (25.4 mm) wide and 3.0 in (76.2 mm) long, in any 29.9 yd2 area. No transverse ripples or longitudinal streaks of 0.25 in in depth will be permitted, when measured by placing a 10 ft. straight edge over the surface. If any of the above criteria is unsatisfactory, the test strip and any mixture placed during the day’s production shall be removed and replaced at the contractor’s expense. The test strip shall be repeated until the requirements are met.
413.10.5 3 Surface Preparation. The surface shall be thoroughly cleaned of all vegetation, loose material, dirt,
mud, and other objectionable material and shall be pre-wetted as required immediately prior to application of the micro-surfacing.
413.10.5 3.1 Coldmilled surfaces shall be swept and vacuumed prior to tack coat application. Upon approval of
the engineer, the sweeping and vacuuming requirement may be waived if traffic is allowed onto the coldmilled surface and the surface is considered clean.
413.10.5 3.2 The contractor shall provide adequate protection of all utility appurtenances, manholes, valve
boxes, drop inlets and other service entrances from the micro-surfacing by a suitable method.
413.10.5 3.3 When specified in the plans, other surface treatments, such as scrub seal or seal coat, may be used
as a pre-surface treatment to the micro-surface and shall be constructed in accordance with the Standard Specifications except as described herein:
a.The asphalt emulsion for other pre-surface treatments shall not contain an asphalt rejuvenator.
b.The asphalt emulsion type and grade used in the other pre-surface treatments shall be compatible with the micro-surface mixture. The emulsion type, grade, and other emulsion properties of other pre- surface treatments may be adjusted in accordance with the micro-surfacing emulsion manufacturer and be in accordane with Sec 1015.
c.Temporary pavement marking on the pre-surface treatment shall be in accordance with Sec 620.10. All costs for temporary pavement marking shall be considered included in the cost of the pre-surface treatment.
d.Pre-surface treatments shall have a minimum two-week curing period to allow for water evaporation prior to the placement of the micro-surface.
413.10.5 3.4 Existing durable intersection pavement markings (stop lines, arrows, words, symbols, etc.) shall be
removed in accordance with Sec 620.50. Existing durable and painted pavement marking lines (4”, 6”, 8”), may remain in place unless otherwise designated for removal elsewhere in the contract. Any temporary raised pavement markers placed on the pre-surface treatment shall be removed at no additional payment.
413.10.5 4 Application. The micro-surfacing mixture shall be spread to fill cracks and minor surface
irregularities, and shall leave a uniform surface. No lumping, balling or unmixed aggregate will be permitted. Longitudinal joints shall be placed on lane lines. Excessive overlap will not be permitted. The finished micro- surfacing shall have a uniform texture free of scratches, tears and other surface irregularities. The contractor shall repair the surface if any of the following conditions exist:
a.More than one surface irregularity that is 1/4 inch or wider and 10 feet or longer in any 100-foot section of the micro-surfacing.
b.More than three surface irregularities that are 1/2 inch or wider and more than 6 inches long in any 100-foot section of the micro-surfacing.
c.Any surface irregularity that is one inch or wider and more than 4 inches long. The finished longitudinal and transverse joints in the micro-surfacing shall be complete and uniform.
413.10.5 4.1 The contractor shall repair joints if any of these conditions exist:
a.Build-up of micro-surfacing material at the joints.
b.Uncovered areas at the joints.
c.Longitudinal joints with more than 1/4 inch vertical space between the surface and a 10-foot straightedge placed perpendicular to the joint.
d.Transverse joints with more than 1/8 inch vertical space between the surface and a 10-foot straightedge placed perpendicular to the joint.
413.10.5 4.2 The edges of the micro-surfacing shall follow the centerline, lane lines, shoulder lines and curb
lines. The edges shall be repaired if the edges vary more than 3 inches from a 100-foot straight line or from a 100-foot arc on a curved section. The repaired surface shall be dense with a uniform texture.
413.10.5 4.3 Any successive passes shall be separated such that each layer placed undergoes approximately 24
hours of traffic for compaction and curing to allow for water evaporation.
413.10.5 4.4 Type IIIR applications to raise shoulders or fill ruts shall be applied with the rut spreader box, and
the contractor shall place a strip as designated in the contract documents to raise an area to match the surroundings. Rutting or traffic-bearing applications, excluding shoulders, shall be crowned 1/8 to 1/4 inch per inch of depth, to allow for compaction. Shoulder applications shall drain and slope uniformly downward to the shoulder point. A Type II or Type III application may follow as a surface course if specified in the contract documents.
413.10.5 4.5 Micro-surfacing shall not be placed over steel expansion plates.
413.10.5 4.6 Tack coat shall be applied in accordance with Sec 407 prior to micro-surfacing placement at the
target rates indicated in the following table. The tack coat may be diluted at the point of manufacture to one part emulsified asphalt with up to two parts water. Upon approval of the engineer, the diluted application rate may be varied by +/- 0.02 gal/yd2 in the field, based upon the existing field conditions. The tack coat material shall be in accordance with Sec 1015 and be compatible with the micro-surfacing emulsion. Tack Coat Application Rates Surface Type Target Application Rate; Undiluted (gal/yd2) Target Application Rate; 2:1 Ratio (66.7%) Diluted (gal/yd2) Existing PCC and HMA pavement* 0.03 0.09 * Tack coat is not required on new surface treatments (less than 1-year) such as scrub seal, seal coats, new HMA surfaces, or between micro-surfacing lifts.
413.10.5 5 Weather Limitations and Calendar Restrictions. Micro-surfacing shall not be placed when the air
or surface temperature is below 50 F; or when the forecasted low temperature for the next 48 hours, as reported by the National Weather Service, is below 40 F; or after October 1 of each calendar year. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20. Micro-surfacing may be placed on a damp surface but shall not be placed on a wet surface with free standing water.
413.10.5 6 Repair of Damaged Areas. Any traffic-damaged, marred areas or deficiencies as defined in Sec
413.10.5 4 shall be repaired by the contractor at the contractor’s expense.
413.10.5 7 Incidental Construction.
413.10.5 7.1 Handwork. Areas that cannot be reached with the mixing machine shall be surfaced using hand
squeegees to provide complete and uniform coverage. Utilities shall be protected from coverage by a suitable method. Work at intersections shall be done in stages, or blotter material shall be used to allow crossing or turning movements. Regardless of the method, no marred sections will be permitted.
413.10.5 7.2 Allowable Edge Drop-Off. The contractor shall construct a maximum drop-off from the edge of
the micro-surfacing to the adjoining sections of travelable roadway or pavement, including, but not limited to, adjacent pavement at the project limits, bridges, ADA curb ramps, driveways, and crossroad intersections of no more than 0 to ¼”. The transition shall be constructed from full depth micro-surfacing at the lane line nearest to the edge drop-off, tapering uniformly over the entire lane width to the edge of the micro-surfacing at the adjoining feature or as determined by the engineer.
413.10.6 Basis of Acceptance. Acceptance shall be made no less than 60 days from the completion of the route.
Micro-surfacing will be evaluated for acceptance by the engineer based on the following criteria:
a.A final surface treatment that has complete uniform coverage with full adherence to the roadway with no signs of raveling or material loss.
b.Longitudinal joints shall be straight, contain no gaps and meet the straightedge requirements within this specification.
c.Transverse joints shall be smooth and meet the straightedge requirements within this specification.
413.10.7 Method of Measurement. Final measurement of completed Type II and Type III micro-surface will
not be made except for authorized changes during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of Type II and Type III micro-surfacing, complete in place, will be made to the nearest square yard. Measurement of Type IIIR micro-surfacing quantities for bringing the designated area to a level plane will be made to the nearest 0.1 ton of dry aggregate used, complete and accepted in place.
413.10.8 Basis of Payment. The accepted quantities of micro-surfacing will be paid for at the contract unit price
for each of the pay items included in the contract. No additional payment will be made for removing and replacing test strips. Payment for removal of durable intersection pavement markings shall be paid separately. SECTION 413.20 SCRUB SEAL.
413.20.1 Description. This work shall consist of producing and placing a polymer modified asphalt (scrub seal)
emulsion intended for use as a surface rejuvenation treatment and to fill and seal cracks.
413.20.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as
follows: Item Section Aggregatea 1005.3 Emulsion 1015 aAggregate substitutions may be allowed as approved by the engineer.
413.20.3 Equipment.
413.20.3 1 Aggregate Spreader. The aggregate spreader shall be self-propelled and capable of evenly spreading
aggregate.
413.20.3 2 Pneumatic Tire Roller. The pneumatic tire roller shall be in accordance with Sec 401.
413.20.3 3 Brooms. Brooms shall be capable of adequately scrubbing the mixture into the cracks and surface.
413.20.4 Construction Requirements.
413.20.4 1 Surface Preparation. The surface shall be thoroughly cleaned of all vegetation, loose material, dirt,
mud and other objectionable material immediately prior to application of the scrub seal emulsion.
413.20.4 2 Application. The scrub seal emulsion shall be uniformly applied with a pressure distributor at the
rate specified in the contract or as designated by the engineer. The mixture shall be spread to fill cracks and minor surface irregularities and shall leave a uniform surface.
413.20.4 3 Physical Characteristics for Scrub Seal Emulsion.
Properties MinimumMaximum Application rate of emulsion, gallons/sq. yarda 0.18 0.22 Emulsion Temperature, F 110 160 Application rate of aggregate, lb./sya 16 22 Time of set prior to opening, hoursb 2 aApplication rate may change, final decision will be made by the engineer. bThe final decision for opening will be made by the engineer.
413.20.4 4 Method of Placement. After proper surface preparation, a distributor truck shall place the scrub seal
emulsion at the prescribed rate. The distributor truck shall pull the broom assembly to sweep and spread the emulsion uniformly on the surface and into the cracks of the pavement.
413.20.4 4.1 Fine aggregate shall be placed immediately after the application of the emulsion and prior to the
emulsion breaking. Immediately following the aggregate spreader, a second broom assembly shall be pulled to combine the aggregate with the emulsion.
413.20.4 4.2 The pneumatic tire roller shall immediately follow the second broom and shall make a minimum of
two passes.
413.20.4 4.3 All excess sand shall be removed from the roadway, paved shoulders and paved side roads within
24 hours of application or as directed by the engineer.
413.20.4 5 Weather Limitations. The scrub seal emulsion shall not be placed on any wet surface or when the
ambient temperature or the temperature of the pavement on which the mixture is to be placed is below 60 F. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20.
413.20.4 6 Damaged or Marred Areas. Any traffic damaged or marred areas shall be repaired by the contractor
at the contractor’s expense.
413.20.5 Method of Measurement. Final measurement of the completed surface will not be made except for
authorized changes during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of scrub seal emulsion and mineral aggregate, complete in place, including multiple passes or courses, will be made to the nearest square yard. Measurement of individual passes or courses will not be made. The revision or correction will be computed and added to or deducted from the contract quantity.
413.20.6 Basis of Payment. The accepted quantity of scrub seal, in place, will be paid for at the contract unit
price. SECTION 413.30 ULTRATHIN BONDED ASPHALT WEARING SURFACE.
413.30.1 Description. This work shall consist of producing and placing an ultrathin bonded asphalt wearing
surface.
413.30.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as
follows, except as modified herein: Item Section Coarse Aggregate 1002.2 Fine Aggregate 1002.3 Mineral Filler 1002.4
413.30.2 1 Coarse Aggregate. Coarse aggregate may consist of crushed gravel, limestone, dolomite, porphyry,
steel slag, flint chat, or blends of two or more of these aggregates will be acceptable. When coarse aggregate for these mixes are from more than one source or of more than one type of material, the coarse aggregate shall be proportioned and blended to provide a uniform mixture. Coarse aggregate shall be material predominantly retained above the No. 4 sieve and shall be in accordance with the following requirements: Coarse Aggregate Modified Requirements Test Method Min Max Los Angeles Abrasion Value, % LossaAASHTO T 96 35 Soundness, % Loss, Sodium Sulfatea AASHTO T 104 12 Flat & Elongated Ratio, % @ 3:1b ASTM D 4791 25 % Crushed, single faceb ASTM D 5821 95 % Crushed, two facesb ASTM D 5821 85 Micro-Deval, % lossa AASHTO T 327 18 aTests shall be determined on each individual ledge basis. bTested on the coarse portion of the blended aggregate
413.30.2 2 Fine Aggregate. Fine aggregate shall be material predominantly passing the No. 4 sieve and shall be
in accordance with the following requirements: Fine Aggregate Modified Requirements Tests Method MinMax Sand Equivalenta AASHTO T 176 45 Methylene Bluea AASHTO T 330 10 Uncompacted Void ContentaAASHTO T 304 40 aTested on the fine portion of the blended aggregate
413.30.2 3 Reclaimed Asphalt. No reclaimed asphalt pavement or reclaimed asphalt shingles are allowed.
413.30.2 4 Asphalt Binder. The asphalt binder shall be in accordance with Sec 1015, including all subsections
pertaining to PG76-22 or PG70-28.
413.30.2 5 Polymer Modified Emulsion Membrane. The emulsion shall be polymer modified and shall be in
accordance with Sec. 1015.
413.30.3 Job Mix Formula. At least 30 days prior to placing any mixture on the project, the contractor shall
submit a mix design to Construction and Materials for approval. Representative samples from each ingredient for the mix shall be submitted with the mix design.
413.30.3 1 Proficiency Sample Program. Laboratories that participate in and achieve a score of three or greater
in the AASHTO proficiency sample program for T 11, T 27, T 84, T 85, T 166, T 176, T 209, T 304 (ASTM C 1252), T 308 and T 312 will have the mixture verification process waived. The mix design shall be submitted to Construction and Materials for approval at least seven days prior to mixture production.
413.30.3 2 Required Information. The mix design shall include raw data from the design process and contain
the following information:
a.All possible sources intended for use, and grade and specific gravity of asphalt binder.
b.Source, type (formation, etc.), ledge number if applicable, and gradation of the aggregate.
c.Bulk and apparent specific gravities and absorption of each aggregate fraction in accordance with AASHTO T 85 for coarse aggregate and AASHTO T 84 for fine aggregate including all raw data.
d.Specific gravity of hydrated lime, mineral filler or baghouse fines, if used, in accordance with AASHTO T 100.
e.Percentage of each aggregate component.
f.Combined gradation of the job mix.
g.Percent asphalt binder, by weight, based on the total mixture.
h.Theoretical maximum specific gravity (Gmm) as determined by AASHTO T 209, in accordance with Sec 403.19.3.1, after the sample has been short term aged in accordance with AASHTO R 30.
i.The tensile strength ratio as determined by AASHTO T 283 including all raw data.
j.Mixing temperature and gyratory molding temperature.
k.Bulk specific gravity (Gsb) of the combined aggregate.
l.Percent chert contained in each aggregate fraction.
m.Percent deleterious contained in each aggregate fraction.
n.Blended aggregate properties for clay content, angularity, and thin and elongated particles.
o.Draindown for mixture.
p.Film thickness for mixture
413.30.4 Composition of Mixture.
413.30.4 1 Asphalt Amount. The amount of asphalt binder in the mixture shall meet the following limits for the
type of mixture specified in the contract. Mix Design Criteria Type A Type B Type C Asphalt Content, %5.4 – 5.85.3 – 5.75.2 – 5.6
413.30.4 2 Gradation. Prior to mixing with asphalt binder, the combined aggregate gradation, including filler if
needed, shall meet the following gradation for the type of mixture specified in the contract. Mix Design Criteria Composition by Weight Percentages Type A Type B Type C Sieves % Passing% Passing% Passing 3/4 in. 100 100 1/2 in. 97 – 100 85 – 100 3/8 in. 100 75 – 100 50 – 80 No. 4 40 – 55 25 – 41 25 – 41 No. 8 22 – 32 17 – 27 17 – 27 No. 16 15 – 25 23 max. 23 max. No. 30 18 max. 18 max. 18 max. No. 50 13 max. 13 max. 13 max. No. 10010 max. 10 max. 10 max. No. 2004.0 – 6.0 4.0 – 6.0 4.0 – 6.0
413.30.4 3 Film Thickness. The film thickness shall be a minimum 10.0 microns when calculated using the
effective asphalt content in conjunction with the surface area for the aggregate in the Job Mix Formula. The surface area factors can be found in Table 6.1 of the Asphalt Institute MS-2, Mix Design Methods for Asphalt Concrete and Other Hot Mix Types, Sixth Edition.
413.30.4 4 Non-Carbonate Aggregate Requirement. Mixtures containing limestone coarse aggregate shall
contain a minimum amount of non-carbonate aggregate as shown in the table below, or the aggregate blend shall have an acid-insoluble residue (A.I.R.), MoDOT Test Method TM 76, meeting the plus No. 4 sieve criteria of crushed non-carbonate material. Non-carbonate aggregate shall have an A.I.R. of at least 85 percent insoluble residue. Coarse Aggregate (+ No. 4)Minimum Non-Carbonate by Volume Limestone 30% Plus No. 4 Dolomite No Requirement
413.30.4 5 Drain Down. Drain down from the loose mixture shall not exceed 0.10 percent when tested in
accordance with AASHTO T 305.
413.30.4 6 Moisture Susceptibility. The mixture shall have a tensile strength ratio (TSR) of 80 percent or
greater when compacted to 3.7 inches with 7 ± 0.5 percent air voids and tested in accordance with AASHTO T 283.
413.30.5 Construction Requirements.
413.30.5 1 Weather Limitations. A damp pavement surface may be acceptable for placement if free of standing
water and favorable weather conditions are expected to follow. Mix shall not be placed if the air temperature or the temperature of the surface on which the mixture is to be placed is below 50 F, the surface is wet or frozen, or weather conditions prevent the proper handling or finishing of the mixture. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20.
413.30.5 2 Paver. The paver shall be capable of spraying the polymer modified asphalt emulsion membrane,
applying the hot mix asphalt overlay and leveling the surface of the mat in one pass. Wheels or other parts of the paving machine shall not come in contact with the polymer modified emulsion membrane before the hot mix asphalt concrete wearing course is applied. The screed shall have the ability to crown the pavement at the center and shall have vertically adjusted extensions to accommodate the desired pavement profile.
413.30.5 3 Surface Preparation. Immediately prior to placing the ultrathin bonded asphalt wearing surface, the
roadway surface shall be thoroughly cleaned of all vegetation, loose material, dirt, mud and other objectionable material. All non-working surface cracks with an opening size exceeding 1/4 inch and any size working crack shall be sealed prior to placement of the ultrathin bonded asphalt wearing surface. Immediately prior to spraying the polymer modified emulsion membrane, the surface shall be free of fresh bituminous mix. The ultrathin bonded asphalt wearing surface shall not be placed until the sealant has cured. Curing time of sealant shall be in accordance with the manufacturer’s recommendations.
413.30.5 4 Application of Membrane. The polymer modified emulsion membrane application shall be applied
in accordance with the manufacturer’s recommendations. The sprayer shall accurately and continuously monitor the rate of spray and shall provide a uniform application across the entire width to be overlaid.
413.30.5 4.1 Adjusting Membrane Rate. The engineer may make adjustments to the spray rate based on the
existing pavement surface conditions and the recommendations of the polymer modified emulsion membrane manufacturer.
413.30.5 4.2 Application Rate of Membrane. Unless otherwise shown on the plans, the target field application
rate of the asphalt emulsion shall be as follows for the type of mixture specified in the contract. Membrane Application Rate Mixture TypeField Application Rate (gal/sy) Type A 0.17 Type B and C 0.20
413.30.5 4.2.1 Tolerance for Membrane Application Rate. At any given time during placement, the
application rate of the asphalt emulsion shall be within 0.02 gal/sy of the target field application rate in the table or as indicated in the plans. The yield of the application rate over the entire project area shall be within 0.01 gal/sy of the target field application rate given in the table or as indicated in the plans.
413.30.5 5 Application of Mixture. The hot mix asphalt concrete shall be applied at a temperature of 290 to
330 F and shall be spread over the polymer modified emulsion membrane immediately after application of the polymer modified emulsion. The hot asphalt concrete wearing course shall be placed over the full width of the polymer modified emulsion membrane with a heated vibratory-tamping bar screed.
413.30.5 5.1 Handwork. For handwork, the hot mix asphalt shall be applied within five minutes after the
application of the polymer modified emulsion.
413.30.5 5.2 Application Rate of Mixture. The target application rate of the ultrathin bonded asphalt wearing
course shall be as shown on the plans. The application rate shall be adjusted to minimize fracturing of the top size aggregate by the screed. The engineer will determine the acceptable extent of fracturing at the edges for tapering purposes.
413.30.5 6 Rolling. Rolling of the wearing course shall consist of no more than three passes immediately
following placement of the ultrathin bonded asphalt wearing course with a steel, double-drum, asphalt roller with a minimum weight of 10 tons. All rolling shall be completed before the material temperature has fallen below 195 F. Rollers shall be equipped with a functioning water system and scrapers to prevent adhesion of the fresh mix onto the roller drums. An acceptable release agent approved by the engineer may be added to the water system to prevent adhesion of the fresh mix to the roller drum and wheels. Rolling shall be done in the static mode. Excessive rolling to the extent of aggregate degradation will not be permitted. The engineer will determine the acceptable extent of fracturing at the edge of the pavement from the rolling operation. New pavement shall not be opened to traffic nor shall any roller sit idle on the pavement until the rolling operation is complete and the material has been cooled below 140 F.
413.30.5 7 Bituminous Mixing Plants. Bituminous mixing plants and preparation of materials and mixtures
shall be in accordance with Sec 404.
413.30.5 8 Hauling Equipment. Trucks used for hauling bituminous mixtures shall be in accordance with Sec
404.
413.30.5 9 Wearing Course. The finished wearing course shall have a minimum thickness of 1/2 inch for Type
A, 3/4 inch for Type B, and 3/4 inch for Type C.
413.30.5 10 Pavement Marking. Pavement marking shall be replaced in accordance with Sec 620.
413.30.5 11 Acceptance. Acceptance will be based on test results indicating that the ultrathin bonded asphalt
wearing surface meets the specification requirements, the contractor following the approved QC Plan, and favorable comparison of the contractor’s QC test and the engineer’s QA test.
413.30.6 Quality Control.
413.30.6 1 Quality Control Operations. Quality control shall be conducted in accordance with Sec 403.17,
except as follows.
413.30.6 1.1 Aggregate Gradation. Sieve analysis shall be performed for every 600 tons of mixture produced
Test shall be performed in accordance with AASHTO T 27 from randomly sampled material taken from the composite cold feed belt or the hot bins.
413.30.6 1.2 Asphalt Content. The asphalt binder content shall be determined for each 600 tons of mixture
produced. Test shall be performed in accordance with AASHTO T 287 or AASHTO T 308. Samples for determination of the asphalt binder content shall be retrieved from the hot elevator at the asphalt plant or from the transport truck at the plant by random sampling.
413.30.6 1.3 Deleterious Content. Deleterious content shall be determined for every 600 tons of mixture
produced. Test shall be performed in accordance with MoDOT Test Method TM 71 from randomly sampled material taken from the composite cold feed belt.
413.30.6 2 Gradation and Asphalt Binder Tolerances. The total aggregate gradation shall be within the range
specified in Sec 413.30.4.2 and the maximum variations from the approved job mix formula shall be within the following tolerances: Gradation and Asphalt Binder Tolerances Percent Passing Sieves Type AType BType C 3/4 in. - - - 1/2 in. - - ± 5.0 3/8 in. - ± 5.0 - No. 4 ± 5.0 ± 4.0 ± 4.0 No. 8 ± 4.0 ± 4.0 ± 4.0 No. 16 ± 4.0 - - No. 200 ± 1.0 ± 1.0 ± 1.0 Asphalt Content, % ± 0.3 ± 0.3 ± 0.3
413.30.6 3 Deleterious Content Tolerance. The deleterious content of the material retained on the No. 4 sieve
shall not exceed the limits specified in Sec 1002.2.
413.30.6 4. Verifying Membrane Rate. The application rate of the polymer emulsion membrane shall be
verified by dividing the volume of polymer modified emulsion membrane used by the area of paving for that day.
413.30.6 5 Mix Adjustments. The contractor may make field adjustments to the job mix formula as noted
herein. The adjusted job mix formula shall be in accordance with the mix design requirements of Sec 413.30.4. The engineer shall be notified prior to making any change in the cold feed settings, the hot bin settings or the binder content. No additional fractions of material or new material will be permitted for field adjustments.
413.30.6 6 Defective Areas. The contractor shall remove and replace defective areas at the contractor's expense
with material meeting specification requirements as directed by the engineer.
413.30.7 Quality Assurance. Quality assurance will be conducted in accordance with Sec 403 except as
follows.
413.30.7 1 Sampling Frequency. Corrective action shall be taken by the contractor if any QA tests are outside
the QC tolerances shown in Sec 413.30.6.2. The engineer will, at a minimum, independently sample and test at the following frequency: Sample Frequency Aggregate Gradation 1 per day Asphalt Binder Content 1 per day Deleterious Content 1 per day
413.30.7 2 Testing Retain Samples. The engineer will test, at a minimum, one retained QC gradation sample
and one retained QC asphalt binder content sample per calendar week. The engineer’s test results, including all raw data, will be made available to the contractor by the next working day.
413.30.7 2.1 Aggregate Comparison. A favorable aggregate comparison will be achieved when test results are
within the specified tolerances shown in Sec 403.18.3.
413.30.7 2.2 Asphalt Content Comparison. A favorable asphalt content will be achieved when test results are
within 0.3 percent.
413.30.8 Method of Measurement. Final measurement of the completed surface will not be made except for
authorized changes during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of ultrathin bonded asphalt wearing surface, complete in place, will be made to the nearest square yard. The revision or correction will be computed and added to or deducted from the contract quantity.
413.30.9 Basis of Payment. The accepted quantity of ultrathin bonded asphalt wearing surface will be paid for
at the contract unit price. SECTION 413.31 BONDED HOT MIX ASPHALT USING POLYMER MODIFIED EMULSION MEMBRANE.
413.31.1 Description. This work shall consist of the placement of a Polymer Modified Emulsion Membrane
prior to a bituminous overlay of hot asphaltic concrete pavement. The Polymer Modified Emulsion Membrane shall be spray applied immediately prior to the application of the hot asphaltic concrete pavement so as to produce a homogeneous surface in accordance with Secs 401, 402, or 403.
413.31.2 Materials. The Polymer Modified Emulsion Membrane shall be in accordance with Sec 1015.20.6.2.
413.31.3 Construction Requirements. The asphaltic concrete pavement shall be placed in accordance
with Secs 401, 402, or 403, except as modified herein.
413.31.4 Equipment. No wheel, track or other part of the paving machine or any hauling equipment shall come
in contact with the Polymer Modified Emulsion Membrane before the asphaltic concrete pavement mixture is applied.
413.31.5 Application of Polymer Modified Emulsion Membrane.
413.31.5 1 The Polymer Modified Emulsion Membrane shall be sprayed at a temperature of 120 - 180°. The
sprayer shall accurately and continuously monitor the application rate and provide a uniform coverage across the entire width to be overlaid. The target application rate of the asphalt emulsion membrane shall be 0.20 gallons per square yard. The Engineer may make adjustments to the application rate based upon the existing pavement surface conditions and the recommendations of the Polymer Modified Emulsion Membrane supplier; however, the application rate shall be within +/- 0.05 gallon per square yard of the target application rate.
413.31.5 2 The application rate of the Polymer Modified Emulsion Membrane shall be verified by dividing the
volume (of Polymer Modified Emulsion Membrane used) by the area of paving for that day.
413.31.5 3 No water shall be added to the Polymer Modified Emulsion Membrane.
413.31.6 Method of Measurement. Measurement of the Polymer Modified Emulsion Membrane shall be based
on the volume in gallons in accordance with Sec 1015.
413.31.7 Basis of Payment. The accepted quantity of the Polymer Modified Emulsion Membrane will be paid
for at the contract unit price. SECTION 413.40 BITUMINOUS FOG SEALING.
413.40.1 Description. This work shall consist of furnishing diluted asphalt emulsion and preparing and sealing
surfaces by means of a bituminous distributor.
413.40.2 Material. Asphalt emulsion grades SS-1, SS-1H, CSS-1, or CSS-1H shall be in accordance with Sec
1015 and shall be used unless otherwise directed by the engineer.
413.40.3 Equipment. The distributor shall be designed, equipped, maintained and operated such that liquid
asphalt at even heat may be applied uniformly on variable widths of surface up to 15 feet at readily determined and controlled rates from 0.02 to 1.00 gallon per square yard, with uniform pressure, and with an allowable variation from any specified rate not to exceed 0.02 gallon per square yard. The distributor equipment shall include a tachometer, pressure gauges, a calibrated tank and a thermometer for measuring temperatures of tank contents. Distributors shall be equipped with a power unit for the pump, and with full circulation spray bars adjustable both laterally and vertically. The calibration of all distributors shall be approved by the engineer prior to use, and the contractor shall furnish all equipment, material and assistance necessary if calibration will be required.
413.40.4 Construction Requirements.
413.40.4 1 Asphalt emulsion shall be applied only during weather conditions under which satisfactory
application and curing can be obtained. Asphalt emulsion shall not be placed on a damp or wet surface except as approved by the engineer. The surface shall be free of objectionable material prior to sealing.
413.40.4 2 The asphalt emulsion shall be diluted with water prior to application. The dilution rate shall be as
shown on the plans or as directed by the engineer. The contractor shall provide documentation to the engineer that the specified coating system has been properly diluted.
413.40.4 3 The diluted asphalt emulsion shall be uniformly applied at the rate of 0.20 gallon per square yard
surface. The application rate may be adjusted as directed by the engineer. Application widths shall be such that the entire surface is covered in one application.
413.40.4 4 Care shall be taken such that asphalt emulsion is applied only to designated areas. Sand dams or
other approved means may be necessary to prevent emulsion from being applied outside of designated areas. Pavement marking obliterated by this operation shall be replaced by the contractor at the contractor’s expense in accordance with Sec 620, unless otherwise provided for in the contract.
413.40.4 5 After application of the sealant, the surface shall be tack-free and capable of being open to traffic
within four hours without tracking.
413.40.5 Method of Measurement. Measurement of the undiluted asphalt emulsion, complete in place and
accepted by the engineer, will be made to the nearest gallon in accordance with Sec 1015.
413.40.6 Basis of Payment. The accepted quantity of bituminous fog seal will be paid for at the contract unit
price for undiluted asphalt emulsion for seal that is mixed and used on the project. Diluted asphalt emulsion that is delivered to the job site, but not applied to the surface, will not be considered for payment. No direct payment will be made for sand. SECTION 413.50 BITUMINOUS PAVEMENT CRACK SEALING.
413.50.1 Description. This work shall consist of preparing and sealing all working transverse and longitudinal
cracks in bituminous pavement as shown on the plans or as directed by the engineer.
413.50.2 Material. The sealant shall be a single-component material in accordance with Type II sealant
requirements in ASTM D 6690, except as herein modified.
413.50.2 1 The sealant shall be capable of being reheated to pouring temperatures at least once after the initial
heating, while retaining the sealant’s physical characteristics.
413.50.2 2 Penetration at 77 F, 50 grams, 5 seconds, shall be no less than 50 or greater than 90.
413.50.2 3 When tested at 77 F, the resilience recovery shall be a minimum of 50 percent.
413.50.2 4 The sealant shall meet all physical requirements after prolonged heating for six hours with constant
mixing in a laboratory melter at the recommended field pouring temperature, complete cool down, and reheating to the recommended pouring temperature.
413.50.3 Construction Requirements.
413.50.3 1 The engineer will mark the cracks to be sealed. Sealant shall not be placed when the pavement is
wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack sealant in accordance with the manufacturer’s recommendations.
413.50.3 2 Cracks shall be routed or sawed to provide a reservoir centered over the existing crack. The reservoir
shall be slightly larger than the existing crack, with a minimum size of 1/2-inch wide x 1/2-inch deep. The crack shall be clean, free from all loose and foreign material, and dry, prior to application of the sealant. Loose material on the surface within 2 inches of the crack shall be removed to permit proper adhesion.
413.50.3 3 The sealant shall be applied to the reservoir from the bottom up. The reservoir shall be slightly
overfilled and excess material squeegeed with a V or U-shaped squeegee, level to the adjoining surface pavement forming a wipe zone 3 to 4 inches wide.
413.50.3 4 The contractor shall apply a light coating of sand or other blotting material to the surface of the
newly placed sealant if traffic results in tracking of the crack sealing material.
413.50.4 Method of Measurement. Measurement of crack sealing will be made to the nearest linear foot of
cracks sealed, complete in place, and accepted by the engineer.
413.50.5 Basis of Payment. The accepted quantity of pavement crack sealing will be paid for at the contract
unit price. SECTION 413.60 PORTLAND CEMENT CONCRETE PAVEMENT JOINT/CRACK SEALING.
413.60.1 Description. This work shall consist of preparing and resealing all existing transverse and longitudinal
joints, and working transverse and longitudinal cracks in Portland cement concrete pavement (PCCP) as shown on the plans or as directed by the engineer.
413.60.2 Material. Sealant material shall be in accordance with Sec 1057.
413.60.3 Construction Requirements.
413.60.3 1 The engineer will mark the existing joints and cracks to be sealed. The sealant shall not be placed
when the pavement is wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack sealant in accordance with the manufacturer’s recommendations.
413.60.3 2 Cracks shall be routed or sawed to provide a reservoir centered over the existing crack. The reservoir
shall be slightly larger than the existing crack, with a minimum size of 3/8-inch wide x d/4 deep, where d is the thickness of the pavement. The joint/crack shall be clean, free from all loose and foreign material, including existing sealant, and dry prior to application of the sealant.
413.60.3 3 Sealant shall be applied to the joint or reservoir uniformly from the bottom to 1/2 inch from the top.
Any excess material shall be removed from the pavement surface.
413.60.4 Method of Measurement. Measurement of crack sealing will be made to the nearest linear foot of
cracks sealed, complete in place, and accepted by the engineer.
413.60.5 Basis of Payment. The accepted quantity of pavement crack sealing will be paid for at the contract
unit price. SECTION 413.70 BITUMINOUS PAVEMENT CRACK FILLING.
413.70.1 Description. This work shall consist of preparing and filling all cracks in bituminous pavement as
shown on the plans or as directed by the engineer.
413.70.2 Material. Filler material shall be in accordance with one of the following:
Item Section Asphalt Binder 1015.3 Polymer Modified Emulsion1015.20.5 Crack Sealing Material 413.50.2
413.70.3 Construction Requirements.
413.70.3 1 The engineer will mark the cracks to be filled. Filler material shall not be placed when the pavement
is wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack filler material in accordance with the manufacturer’s recommendations.
413.70.3 2 The crack shall be clean, free from all loose and foreign material, and dry prior to application of the
filler material. Loose material on the surface within 2 inches of the crack shall be removed to permit proper adhesion.
413.70.3 3 Filler material shall be applied to the crack from the bottom up. The crack shall be slightly overfilled
and excess material squeegeed with a V or U-shaped squeegee, level to the adjoining surface pavement forming a wipe zone 3 to 4 inches wide.
413.70.3 4 The contractor shall apply a light coating of sand or other blotting material to the surface of the
newly placed filler if traffic results in tracking of the crack sealing material.
413.70.4 Method of Measurement. Measurement of crack filling will be made to the nearest linear foot of
cracks filled, complete in place, and accepted by the engineer.
413.70.5 Basis of Payment. The accepted quantity of pavement crack filler will be paid for at the contract unit
price. SECTION 413.80 PORTLAND CEMENT CONCRETE PAVEMENT CRACK FILLING.
413.80.1 Description. This work shall consist of preparing and filling all cracks in PCCP, as shown on the plans
or as directed by the engineer.
413.80.2 Material. Filler material shall be in accordance with Sec 413.50.2 or Sec 1057.
413.80.3 Construction Requirements.
413.80.3 1 The engineer will mark the existing cracks to be filled. Filler material shall not be placed when the
pavement is wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack filler material in accordance with the manufacturer’s recommendations.
413.80.3 2 The crack shall be clean, free from any loose and foreign material, and dry prior to application of the
filler material.
413.80.3 3 Filler material shall be applied to the crack uniformly from the bottom to 1/2 inch from the top. Any
excess material shall be removed from the pavement surface.
413.80.4 Method of Measurement. Measurement of crack filling material will be made to the nearest linear
foot of cracks sealed, complete in place, and accepted by the engineer.
413.80.5 Basis of Payment. The accepted quantity of pavement crack filler will be paid for at the contract unit
price.
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Source: Missouri Standard Specifications for Highway Construction, 2026 (Oct) Edition. Pages 223–240 of 874. View official source ↗