Technical Spec 2

8/3/2019 Technical Spec 2

1/27

35

TECHNICAL SPECIFICATIONS

Part I, Part II, and Part III


2/27

36

TECHNICAL SPECIFICATIONS - PART I

Louisiana Standard Specifications for Roads and Bridges* (2006 Edition) handbook arehereby incorporated as the Technical Specifications - Part I of the Calcasieu ParishStandard Specifications for this project.

* Copies of the Louisiana Standard Specifications for Road and Bridges* (2006 Edition)may be obtained by mail for a $20.00 fee from the following address:

Louisiana Department of Transportation & DevelopmentGeneral Files Unit

Post Office Box 94245Baton Rouge, Louisiana 70804-9245


3/27

37

TECHNICAL SPECIFICATIONS - PART II

Relation of Louisiana Standard Specifications for Roads and Bridges to the CalcasieuParish Police Jury Construction Project.

(1) Substitution of Names:The words "Calcasieu Parish Police Jury, Parish Engineer, or his duly authorizedagents," shall be substituted wherever reference (direct or indirect) is made to the"Louisiana Department of Transportation and Development or its agents."

(2) Relation of Contract Documents:In the event of conflict between the material contained in the Louisiana StandardSpecifications for Roads and Bridges and the rest of the contract documents anddrawings, the Louisiana Standard Specifications for Road and Bridges shall beconsidered as the least priority.

(3) Inspection:Inspection shall be performed by the Parish Engineer, Parish Inspectors, or anindependent inspection laboratory chosen by the Engineer and paid for by theCalcasieu Parish Police Jury. Tests to be performed before acceptance of theproject are, but not limited to, those specified in the Louisiana StandardSpecifications for Roads and Bridges, 2006 Edition.

It is the Contractor's responsibility to notify the Parish Engineer, Parish Inspector,or the testing laboratory in writing one week before commencing work andverbally twenty-four (24) hours in advance of any work.


4/27

38

TECHNICAL SPECIFICATIONS - PART III

The following supplemental Technical Specifications are to be used in conjunction with,or in lieu of, as specifically noted below, the above referred to Department ofTransportation and Development Specification:

Hot-Mix Asphalt Treated Aggregate Surface Course (Hot Rap)

401.01 - DescriptionThis workconsists of furnishing and construction plant mixed hot-mix asphalt treatedaggregate surface course (HMATASC) for shoulders, drives or other facilities inaccordance with these specifications, and in conformity with the lines, grades, thicknessesand typical sections shown on the plans or established.

401.02 - MaterialsThe contractor shall produce HMATASC from materials conforming to the followingSubsections:

Asphalt 1002.01Stone 1003.01 & 1003.04(a)Aggregates 1003.01 & 1003.06(A.3)

Unless otherwise approved in writing, the same type material shall be used throughout theproject.

(a)Asphalt: The Asphalt cement grade used shall be PG 64.22.401.02 - EquipmentEquipment necessary to produce a finished product meeting specification requirementsshall be furnished and maintained by the contractor. Pneumatic Tire Roller shall not beused for compaction. Equipment will be approved prior to use. All plants, laboratoriesand scales shall be certified in accordance with Section 503.

401.03 - DesignExtracted aggregate gradation shall be in accordance with the following tolerances(1003.04 Aggregates for Surface Course):

U.S. Sieve Size Percent Passing

1 inch 100

inch 50100No. 4 3565No. 40 1032

No. 200 315


5/27

39

Minimum asphalt cement content shall be 3.0 percent (by weight of total mixture) andshall ensure sufficient cohesion and coating of placed material. Asphalt cement contentshall be subject to the approval of the Engineer.

Minimum mixing temperature shall be 250F. Minimum compaction temperature shall be200F. The material shall be sufficiently heated so as to allow for proper mixing,transport, unloading, installation and compaction. The material shall be completely freeof any lumps and/or deleterious material.

An approved job mix formula (JMF), showing, as a minimum, (1) percentage of eachingredient, (2) proposed composite gradation (3) minimum asphalt cement content and(4) mixing/compacting temperatures, shall be approved by the Engineer prior to anyproduction.

401.04 - Shaping and Compacting Hot-mix Asphalt Treated AggregateSurface Course

The material shall be shaped by suitable means and compacted. Shaping and compactingshall continue until the surface conforms to the required sections and is free of ruts andwaves. HMATASC shall be compacted to a tight, uniform surface and to the satisfactionof the Engineer by approved means.

401.05Quality ControlThe contractors/producer of the HMATASC shall, at a minimum of 500 tons, perform anextracted gradation of the material to determine (1) asphalt cement content and (2)extracted gradation. The Engineer shall be informed of any two consecutive tests whoseresults show non conforming extracted gradation results. At that point, production shallcease until correction(s) have been made.

401.06 - MeasurementHot-Mix Asphalt Treated Aggregate Surface Course will be measured by the ton of 2000pounds from printed weights (masses). Stamped printer tickets will be issued for eachtruckload of material delivered. Material lost, wasted, rejected or applied contrary tospecifications will not be measured for payment.

401.07Weather LimitationsHot-Mix Asphalt Aggregate Surface Course mixture shall be applied only when theambient temperature is 40F and rising. Inclement weather will be sufficient reason toterminate or not to begin production.

401.08 - PaymentPayment for Hot-Mix Asphalt Treated Aggregate Surface Course will be made underItem 401-03-A at the contract unit price on a lot basis. Payment will include furnishingall required materials, producing the mixtures, preparing the surfaces on which mixturesare placed, hauling the mixtures to the work site and placing and compacting themixtures.


6/27

40

ASPHALTIC CONCRETE MIXTURESThe following Bituminous Pavement Specifications are to be used in lieu of section 501-504 of the LA DOTD Standard Specifications. These specifications are provided by theLouisiana Asphalt Pavement Association, whose expertise shall be relied upon ininterpreting them. However, the Parish Engineer shall make the final determination

concerning any conflicts arising from the use of these specifications. The Contractorshould familiarize himself with these specifications and resolve any ambiguities inwriting prior to bidding.

Section 501 Asphaltic Concrete Pavement501.01 Description501.02 Equipment and Materials501.03 Design and Quality Control of Mixtures501.04 Weather Limitations501.05 Surface Preparation501.06 Joint Construction

501.07 Hauling, Spreading and Finishing501.08 Compaction501.09 Pavement Samples501.10 Surface Finish Requirements501.11 Dimensional Requirements501.12 Acceptance Requirements501.13 Maintenance Work501.14 Project Street Locations, Construction Limits and Required

Asphalt Thickness501.15 Manhole and Inlet Adjustment501.16 Driveways, Paved Shoulders, Parking Areas

501.17 Method of Measurement501.18 Basis of PaymentTable 1 & Table 2

501.01 DescriptionThese specifications are applicable to asphaltic wearing, binder and base course mixturesof the plant mix type.

The work consists of furnishing and constructing one or more courses of asphalticconcrete mixture applied hot in conformance with lines, grades, thicknesses and typicalcross sections shown on the plans or established by the Engineer.

The mixture shall consist of aggregates and asphalt with additives, combined in suchproportions as to meet the requirements in Table 1 of this Section.

All mix types with letter P in the type designation are to be manufactured usingpolymer modified asphalt cement. Non-polymer asphalt placed in error will be paid at50% of contract unit price or removed at Engineers option.


7/27

41

Any of the mixtures specified herein may be used for patching as long as it is approved bythe Engineer.

Unless otherwise approved by the Engineer, traffic shall be maintained through the

project at all times. Overlaying of the streets shall be scheduled to minimize interferencewith traffic flow.

It shall be the Contractor's responsibility to provide suitable warning signs, rollingbarricades, flagman, etc. in order to ensure maximum safety for his workmen and thepublic within the construction area.

In unusual situations, where traffic and physical conditions dictates, the Contractor shallinstall special signs, uneven pavement markers or other special treatment within theconstruction areas when directed by the Engineer.

The Contractor and the Engineer will cooperate in notifying affected residents of thisproject, and both parties will make a concerted effort in having any parked vehiclesremoved from the construction area.

501.02 Equipment and MaterialsAll equipment, asphalt, plant, paver, rollers, trucks, etc., used on City-Parish projects,shall be certified in accordance with current Louisiana Department of Transportation andDevelopment procedures.

The central mixing plant shall be equipped with an asphalt working tank meeting LADOTD specifications. In addition there shall be an asphalt storage tank of sufficientcapacity to hold enough asphalt for one full day's operation of the plant. The storage tankshall have adequate heating and circulating equipment and insulation to maintain properuniform temperature. Storage tanks shall be approved by the Engineer prior to use.

The Contractor shall keep accurate records, including proof of deliveries of all materialsfor use in asphaltic concrete mixtures. Copies of these records shall be furnish to theEngineer upon request. Each transport load of Asphalt Cement and/or Polymer ModifiedAsphalt Cement shall be accompanied by a Certificate of Compliance, signed by thematerial supplier, which shall state that the materials involved comply withspecifications. The fact that the material used on the basis of a certificate of complianceshall not relieve the Contractor of responsibility for incorporating material in the workwhich conforms to the plans and specifications. Materials to be used must be listed on

the current Louisiana Department of Transportation and Development (LA DOTD)Qualified Products List (QPL).

(a) Asphalt: Asphalt cement Grade AC 30 shall be used, except as otherwisespecified herein.Asphalt cement shall conform to the provisions of Subsection 1002.01 of theStandard Specification and to following Table.


8/27

42

Specifications Designation Test MethodPenetration, 25C (77F), 100g, 5 Sec. AASHTO T 49 55+2Viscosity, 135C (275F), SSF3 ASTM E 102 175+

Viscosity, 135C (275F), cSt AASHTO T 201 350+Viscosity, 60C (140F), poises AASHTO T 202 3000600

Solubility in Trichloroethylene, % AASHTO T 44 99.0+Flash Point, COC, C (F) AASHTO T 48 232 (450)+Tests on Residue from Thin Film

Oven Test:Viscosity, 60C (140F), poises AASHTO T 202 12000-Ductility, 25C (77F), 5 cm/min. AASHTO T 51 100+

Spot Test (Standard Naphtha Solvent) AASHTO T 102 Neg.

(1) All values are inclusive.(2) For samples obtained at point of delivery, the penetration requirement shall be

50+.(3) For samples obtained at point of delivery, the viscosity at 275F may be

determined using ASTM E 102.(4) Storage or working tank temperature will not exceed 325F.

(b) Polymer Modified Asphalt Cement: Polymer modified asphalt cement shallconsist of an asphalt cement to which a minimum of 3% by weight polymerhas been added. The resulting material shall be homogeneous and smoothwithout detectable strands of polymer and shall meet the followingrequirements:

PROPERTY TEST METHODPenetration @ 77F, 100 g., 5 sec. ASTM D5 Min. 50

Max. 75Viscosity @ 140F, Poise: ASTM D2171 Min. 4000

Viscosity @ 275, cSt Max. 2000Flash Point, F ASTM D92 Min. 450

Solubility in Trichloroethylene, % ASTM D2042 Min. 99.0

Separation of Polymer,325F, 48 hours, difference inR & B from top to bottom sample, F: Max. 4

Ring & Ball Softening Point- F ASTM D36 Min. 130TEST FOR ELASTICITY


9/27

43

Force Ratio (f2/f1,39.2F, 5 cm/min.,30 cm elongation: Min. 0.3

TESTS ON RESIDUE FROM ROLLING THIN FILM OVEN TEST

Penetration Retention, % Min. 50Elastic Recovery, 77F, 10 cm elongation, % Min. 60

(c) Additives:(1) Silicone: Silicone additives, when needed, shall be dispersed into

the asphalt by methods and in concentrations given in the QPL.

(2) Anti-Strip: An anti-strip additive, added at a minimum rate of0.3% by weight of asphalt cement, shall be thoroughly mixed withthe asphalt cement at the plant. This mixture shall yield a TensileStrength Ration (TSR) equal to or greater than 80 percent asdetermined by ASTM-D4867-88 including footnote No. 5 (Freeze-Thaw), and shall show stripping of less than 5%. Testing shall beconducted at the beginning of each project and any time theContractor changes material source. Random tests may beperformed during the project.

(3) Hydrated Lime: When required to meet mix design requirements, hydratedlime shall be added to the mix at the minimum rate of 1.0% by weight ofaggregates. A separate bin and feeder shall be provided. Hydrated limeshall be added to the aggregates prior to mixing with asphalt.

(d) Emulsified Polymerized Asphaltic Tack Coat: Emulsified Polymerized

Asphalt Tack Coat shall consist of a base asphalt cement modified withpolymers, which shall then be emulsified.

The Emulsified Polymerized Asphalt Tack Coat shall meet the specificationsof Table 1.


10/27

44

TABLE 1

Emulsified Polymerized Asphalt (CRS-SP)1

Test Method SpecificationsViscosity, SSF, @ 50C AASHTO T 59 100 - 400

Storage Stability Text, 24 hr, % AASHTO T 59 1-Settlement, 5 day, % AASHTO T 59 5-Classification Test AASHTO T 59 PassParticle Chart Test AASHTO T 59 Pos.Sieve Test, Retained on No. 20, % AASHTO T 59 0.1-Distillation: AASHTO T 59Oil distillate by vol of emulsion, % 3-Residue from distillation, % 65+Test on Residue:Penetration, 25C, 100g, 5 sec AASHTO T 49 100 - 200Ductility, 25C, 5 cm/min, cm AASHTO T 512 125+

Ductility, 4C, 5 cm/min, cm AASHTO T 512 30+Softening Point (Ring & Ball), C AASHTO T 51 38 - 52Solubility, in Trichloroethylene, % AASHTO T 44 97.5+Tensile Stress, 4C, 500 mm/min. @800 elongation, kg/cm2 ASTM D 4122 2.0+Elastic Recovery, 10,5 cm/min, after 20 cm elongation, % DOTD TR 3222 58+

1The addition of latex, rubber or other additives to emulsified polymerized asphalt willnot be allowed.

2The residue asphalt for running ductility tests, tensile stress test and elastic recovery testshall be obtained by means of residue by evaporation (oven) rather than residue bydistillation (Aluminum-allow Still). The material supplier shall certify by independenttesting that the Tensile Stress requirements have been attained.

501.03 Design and Quality Control Mixtures

(a) General: It is the intent of these specifications and that the mixturesproduced and placed shall meet the requirements for 100% payment. TheContractor shall be responsible for design, production, transportation andlaydown of mixtures. All work shall meet the requirements of this Section

and be subject to acceptance by the Engineer.

The Contractor shall exercise quality control over materials and theirassembly, design, processing, production, hauling, laydown and associatedequipment. Quality control is defined as the constant monitoring ofequipment, materials and processes to ensure the mixtures produced and laidare uniform, are within control limits, and meet requirements in Table 1 ofthis Section and other specification requirements. If these specifications are


11/27

45

not being met and satisfactory control adjustments are not being made,operations shall be discontinued until proper adjustments and uniformoperations are established. Control shall be accomplished by a programindependent of, but correlated with a designated City-Parish testinglaboratory and shall verify that all requirements of the job mix are being

achieved and that necessary adjustments provide specification results.

The Contractor shall conduct such test as are necessary, in addition to therequired tests, to design, control and place mixtures within specifications.

When the plant is in operation, the Contractor shall have a LA DOTDCertified Asphaltic Concrete Technician at the plant or jobsite who iscapable of designing asphaltic concrete mixes, conducting any test oranalysis necessary to put the plant into operation and producing a mixturemeeting specifications. Daily plant operations shall not begin unless the LADOTD Certified Asphaltic Concrete Technician is at the plant.

(b) Job Mix Formula: The Contractor shall design the mixtures for optimumasphalt content and comply with requirements of DOTD TR-303, Method A:however, Method B may be used when approved. The job mix formula shallbe submitted for approval to the Engineer seven (7) days prior to start ofproduction on a City-Parish Asphaltic Concrete Job Mix Release Formproperly completed and supported by appropriate design data. No mixtureshall be produced until the job mix formula has been approved. The job mixformula will allow the full range of gradation mix tolerances within the mixtype specification limits.

When aggregates with a water absorption value greater than 2.0% or an

asphalt absorption value greater than 0.5%, determined by AASHTO T-84or DOTD TR-320 respectively, are used in the mixture, the Contractor shallincrease the initial optimum asphalt cement content to compensate for theasphalt cement absorbed by the aggregates.

The plant shall be so operated as to produce on a continuing basis a mixtureconforming to the approved job mix formula, the requirements in Table 1 ofthis Section and other specification requirements. When this is not the case,the Contractor shall begin making satisfactory adjustments or ceaseoperations. The Engineer may permit the Contractor to submit a new City-Parish Asphaltic Concrete Job Mix Release Form for approval.

Whenever polymer asphalt is required and for all wearing course

mixes, reclaimed asphaltic concrete shall not be permitted in the job

mix formula.


12/27

46

New aggregates shall be dried and heated to a sufficiently high temperatureto produce a mixture with a discharge temperature of at least 290 degreesFahrenheit. Maximum discharge temperature of asphaltic concrete producedwill not exceed 325 degrees Fahrenheit.

(b)Aggregate Moisture Content: No mix shall be produced when the moisturecontent of a sample of combined aggregates, taken from the belt feeding thedrum/dryer, is equal to or exceeds 8%. The finished asphaltic concrete mixturewill be tested for moisture content which must not exceed 0.5%.

501.04 Weather LimitationsAsphaltic concrete mixtures shall not be applied on a wet surface or when the ambienttemperature is below 50 degrees Fahrenheit, except that material in transit or a maximumof 50 tons in the surge bins at the time plant operation is discontinued may be laid;however, mixtures laid shall perform satisfactorily and meet specification requirements.Inclement weather will be sufficient reason to terminate or not begin production.

If materials are placed in thicknesses of 2-1/2" or greater, these temperature limitationsshall not apply provided all other specification requirements are met.

501.05 Surface PreparationThe surface to be covered shall be approved by the Engineer prior to placing mixtures.The Contractor shall maintain the surface until covered.

(a) Cleaning: The surface to be covered shall be swept clean of dust, dirt, cakedclay and loose material by revolving brooms or other mechanical sweeperssupplemented with hand equipment as directed. When mixtures are to be

placed on portland cement concrete pavement or overlaid portland cementconcrete pavement, the Contractor shall remove excess joint filler from thesurface by an approved burning method. The Contractor shall remove anyexisting raised pavement makers prior to asphaltic concrete overlayoperation. All areas to be paved that have vegetation encroachment will besterilized with an approved soil sterilizer.

(b) Applying Liquid Asphaltic Materials:

(1) Existing Pavement Surfaces: Before constructing each course, anapproved asphaltic tack coat shall be applied. The Contractor shallprotect the tack coat and spot patch as required.

(2) Raw Aggregate Base Course and Raw Embankment Surfaces: TheContractor shall apply prime coat to unprimed surfaces, or protect in-place prime coat and spot patch as required with asphaltic prime coat.


13/27

47

(3) Cement and Lime Stabilized or Treated Embankment and Base CourseSurfaces: The Contractor shall apply curing membrane if none is inplace, or protect the in-place curing membrane and spot patch as required,with asphaltic material.

(4) Other Surfaces: Contact surfaces of curbs, gutters, manholes,longitudinal edges and joints, and other structures shall be painted with auniform coating of asphaltic tack coat before placing asphaltic mixtures.

(5) Restoration of Existing Pavement Surface and/or Base: All irregularities,depressions or failures in the existing pavement surface and/or base shall berepaired prior to the placement of any hot-mix asphaltic concrete wearing coursesurface. In general, surface defects shall be repaired by removing all loose ordefective material to sound pavement, and replacing with approved hot-mixasphaltic concrete patching material conforming to Table 1. The hot-mix levelingmixture shall be thoroughly compacted to produce a tight surface conforming toproduce a tight surface conforming to the adjacent pavement area.

501.06 Joint ConstructionLongitudinal joints shall be constructed by overlapping the paver approximately 2" ontothe adjacent pass. Prior to rolling, the overlapped mix shall be pushed back, withoutscattering loose material over the un-compacted mat, to form a vertical edge above thejoint. The vertical edge shall then be compacted by rolling to form a smooth, sealed joint.Longitudinal joints in 1 layer shall offset those in the layer below by approximately 3";however, the joint in the top layer shall be offset 3" to 6" from the centerline of pavementif the roadway comprises 2 lanes of width, or offset 3" to 6" from lane lines if theroadway is more than 2 lanes.

Transverse joints shall be butt joints formed by cutting back on the previously placedmixture to expose the full depth of the course. Transverse joints in succeeding coursesshall be offset at least 2 feet. Asphaltic tack coat shall be placed on contact surfaces oftransverse joint before mixture is placed against them.

501.07 Hauling, Spreading, and FinishingMixtures shall be transported from plant to paver at a temperature no cooler than 10degrees Fahrenheit below the lower limit of the approved job mix formula. No load shallbe sent out so late in the day as to prevent completion of spreading and compaction of themixture during daylight, unless artificial lighting has been approved.

Each course of asphaltic mixture shall be placed in accordance with the specified liftthickness. If no lift thickness is specified, binder and wearing course mixtures shall beplaced in lifts not exceeding 2" thick, unless thicker lifts are permitted. Base coursemixtures shall be placed in lifts of such thickness that all specification requirements aremet.

With the Engineer's approval, blade graders may be used to fill isolated depressions in theinitial layer.


14/27

48

(a) Coordination of Production: The Contractor shall coordinate and manageplant production, transportation of mix and laying operations to achieve ahigh quality pavement and shall have sufficient hauling vehicles to insurereasonably continuous plant and roadway operations. The Engineer may

order a halt to operations if sufficient hauling vehicles are not available. Ifless than the optimum number of hauling vehicles are available and it isdetermined that satisfactory quality can be obtained, the Contractor will bepermitted to work provided plant production and hauling vehicles arecoordinated to minimize the adverse effect of idle time between loads.

(b) Paving Operations: When placing the final two lifts of asphaltic concrete onthe roadway travel lanes, an approved material transfer vehicle (MTV) willbe required to deliver mixtures from the hauling equipment to the pavingequipment. Delivery of material to the paver shall be at a uniform rate andin an amount within the capacity of paving and compacting equipment.Equipment shall be so designed and operated that the finishing machine willplace mixtures to required line, grade and surface finish without resorting tohand finishing. Equipment which leaves tracks or indented areas whichcannot be corrected in normal operations or fails to produce a satisfactorysurface shall not be used. Operation of equipment resulting in accumulationof material and subsequent shedding of accumulated materials into themixture will not be permitted.

All mixtures shall flow though the spreader hopper. Mixtures dropped infront of the spreader shall be either lifted into the hopper or rejected and castaside.

Longitudinal joint and edges shall be constructed along lines established bythe Contractor for the paver to follow. The paver shall be positioned andoperated to closely follow the established line. Irregularities in alignmentshall be corrected by trimming directly behind the paver.

After the first load of material has been spread, the texture of the unrolledsurface shall be checked to determine it's uniformity. The adjustment ofscreed, tamping bars, feed screws, hopper feed, etc. shall be checkedfrequently and adjusted as required to assure uniform spreading of the mix toproper line and grade and adequate compaction. If segregation of materialsoccurs, spreading operations shall be suspended until the cause is

determined and corrected.

Surface irregularities shall be corrected directly behind the paver. Excessmaterial forming high spots shall be removed. Indented areas shall be filledand finished smooth. Hand placement for surface repair will be permitted.Material shall not be cast over the surface.


15/27

49

If spreading and finishing operations are interrupted to such extent that themixture remaining in trucks, paver, spreader hopper or on the roadway coolsto such extent that it cannot be laid, finished or compacted to the samedegree of smoothness and with the same texture and density as the uncooledmixture, the cooled mixture shall be removed and replaced at the

Contractor's expense.

The following requirements shall apply for mechanical pavers:

(1) Thirty (30) Foot (Minimum) Traveling Stringline: The initial paving stripof each layer of mixture shall be constructed using the traveling stringlineand automatic slope control method; however, if permitted, the portion ofmixtures required to level isolated depressions in the initial layer may beplaced without automatic screed control. After the initial paving strip ofeach layer is finished and compacted, adjacent paving strips shall be laidto the grade of the initial paving strip using a shoe device or travelingstringline to control grade and a slope control device to control crossslope.

If directed, the traveling stringline shall be used to control grade ofadjacent paving strips on all layers. On multi-lane pavements, thesequence of lane construction will be subject to approval.

If both outside edges of paving strip being placed are flush withpreviously placed material, the slope control device shall not be used. Agrade sensor is required for each side of the paver.

In super-elevated curves, the cross slope shall be changed from that

specified for tangents to the specified for super-elevation in gradualincrements as the paver is in motion so a smooth transition in grade isobtained. The change in cross slope shall be accomplished within thetransition distance specified.

(2) Erected Stringline: The initial paving strip of the first layer of mixtureshall be constructed using an erected stringline referenced to gradeestablished by the Engineer; however, if permitted, mixtures required tolevel isolated depressions may be placed without automatic screedcontrol.

Subsequent layers may be constructed by use of the traveling stringline,provided surface and grade tolerances are met on the previous layer.

Only 1 grade sensor and the slope control devices are necessary fornormal crown and tangents. Super elevated curves will require the use of2 grade sensors and 2 erected stringlines to obtain proper grade and slope;however, if the automatic screed control device is equipped with a dial orother device which can be conveniently used to change the cross slope in


16/27

50

small increments, super elevated curves may be constructed using thisdevice and 1 erected stringline.

After the initial paving strip of the first layer is finished and compacted,adjacent paving strips shall be laid in accordance with heading (1) above.

(3) Without Automatic Screed Control: When permitted, pavers withoutautomatic screed control may be used for pavement patching, pavementwidening, paved drives and turnouts.

(c) Hand Spreading: Where the use of mechanical finishing equipment is notpractical, the mix may be spread and finished by hand to the satisfaction ofthe Engineer. Mixtures shall not be cast from the truck to the grade. Duringspreading operations, material shall be thoroughly loose and uniformlydistributed. Material that has formed into lumps and does not break downreadily will be rejected. The surface shall be checked before rolling andirregularities corrected.

(d) Curb and Gutter and Integral Curb: On streets having curb and gutter orintegral curb where the Asphaltic concrete is to extend to the curb, the crossslope shall be broken to provide an additional 1/2" drop at the curb line. Thebreak point shall occur between 2 and 4 feet from the curb line. The exactbreak point shall be agreed upon by the Engineer and the Contractor,considering the capabilities of the type of equipment to be used for laydown.

501.08 CompactionAfter placement, mixtures shall be uniformly compacted by rolling while still hot to at

least the density specified in Table 1 of this Section.

When polymer asphalt cement is not specified in the mixture a pneumatic tire roller maybe used for intermediate rolling; however, when the ambient temperature is below 60degrees Fahrenheit, it must be used. With polymer asphalt pneumatic rollers will not bepermitted. The use of roller which results in excessive crushing of aggregate will not bepermitted.

The rolling pattern established by the Contractor shall be conducted by experiencedoperators in consistent sequences and by uniform methods that will obtain specifieddensity and smoothness. Individual roller passes shall uniformly overlap precedingpasses to ensure complete coverage of the paving area. The speed and operation of rollersshall be such that no displacement or tearing of the mat occurs. Non-vibrating steelwheel rollers shall be operated with drive wheels toward the paver. Any displacement ortearing of the mat shall be immediately corrected. Finish rolling shall be accomplishedwith a non-vibrating steel roller until roller marks have been eliminated.

To prevent adhesion of mixture, wheels of steel wheel rollers shall be kept properlymoistened, but excess water will not be permitted. Pneumatic tire rollers shall beoperated in such manner that tires will retain adequate heat to prevent mix from adhering


17/27

51

to tires. The pneumatic tire roller shall be operated at a contact pressure which will resultin a uniform, tightly-knit surface. The pneumatic tire roller shall be kept approximately6" from unsupported edges of the paving strip; however, when more than 1 paving strip isdown, the adjacent paving strip shall be overlapped approximately 6 inches.

If continuous roller operation is discontinued, rollers shall be moved to cooled areas ofthe mat, where they will not leave surface indentions.

Vibratory rollers may be used provided they do not impair the stability of the pavementstructures of underlying layers. If mix is placed on newly constructed cement or limestabilized or treated base, sub-base or working table, vibratory rollers shall not be usedfor at least 7 days after such stabilization or treatment.

Along forms, curbs, headers, wall and at other places inaccessible to rollers, mixturesshall be uniformly compacted to the satisfaction of the Engineer with hot hand tampers,mechanical tampers, or other approved methods.

Surface mixtures after compaction shall be smooth and true to cross slope and gradewithin the tolerances specified. Mixtures that become loose, broken, contaminated orotherwise defective shall be removed and replaced with fresh hot mixture compacted toconform with the surrounding mixture.

Newly finished pavements shall be protected from traffic until they have sufficientlyhardened.

Newly finished pavements, after finish rolling, shall have uniform, tightly-knit surfacefree of cracks, tears or other deficiencies. Ripples in the mat surface will not be accepted.All deficiencies shall be corrected at the Contractor's expense and the Contractor shall

adjust his operations to correct the problem. This may require the Contractor to adjust themix or furnish additional or different equipment.

501.09 Pavement SamplesThe Contractor shall furnish samples cut from the complete work. The removedpavement shall be replaced with new mixture and refinished within 24 hours. Noadditional compensation will be allowed for furnishing test samples and replacing theareas with new pavement. Samples shall be taken by the Contractor in the presence ofEngineer's representative from areas selected by the Engineer. However, cores less than1-1/2" thick shall not be used as pavement density. Samples shall be cores approximately4" in diameter taken by an approved core drill.

Core holes must be filled the next work day after being cut. Core holes must be dry andtack coat applied prior to filling. The mix used for filling must be the same as where thecore was made. The core hole will be overfilled and then rodded 25 times. The mix inthe hole will be shaped and crowned 1/4" higher than the roadway surface. The mix inthe core hole will compacted with a 10 lb. hammer. Mix in the hole will be consideredcompacted after receiving a minimum of 25 blows with the hammer. After compactions,the core hole top must be equal to or slightly higher than the roadway surface.


18/27

52

In the event that the Contractor fails to satisfactorily fill and refinish test sample holeswithin 24 hours, the Engineer may suspend all other operations on the project, and anyother Parish project under contract to the Contractor, until such time as the test holes havebeen satisfactorily filled and refinished. Contract time shall not be interrupted by such

suspension of other operations and shall continue to run.

501.10 Surface Finish RequirementsTesting for surface tolerances as outlined in Table 1 of this section will be theresponsibility of the City-Parish. The Contractor shall furnish the Engineer assistance, asdirected, in pulling the rolling straightedge. Control checks will be the responsibility ofthe Contractor. The Contractor shall furnish a 10-foot rolling straightedge forlongitudinal testing and a 10-foot metal static straightedge for traverse testing, both ofwhich shall be acceptable to the Engineer. The rolling straightedge shall be calibratedand used in accordance with DOTD TR-603 and TR-618.

For the purpose of the surface finish requirement, the wearing course is defined as the lastcourse placed and the binder course is defined as the last course placed prior to thewearing course. When only one course is placed, the surface finish requirements forbinder (as shown in Table 1) shall apply.

(a) Longitudinal Surface Finish: The finished surface will be tested by theEngineer in the longitudinal direction for conformance to surface finishrequirements in Table 1 of this section. One path in each lane will beselected at random and tested.

Longitudinal variations in binder course surfaces shall be subject to theprovisions of Table 1 of this section. Any surface finish deficiency thatexceeds 3/8" shall be corrected in accordance with Heading (e) of theSubsection. Longitudinal variations in the final wearing surface will besubject to provisions of Subsection 501.12(b)(2)d. Surface finishdeficiencies exceeding 1/4" shall be corrected in accordance with Heading(e) of this Subsection. After corrections have been made, the mix laid thatday will be subject to the provisions of Subsection 501.12(b)(2)d.

(b) Transverse Surface Finish: The transverse surface finish shall be socontrolled that the values shown in Table 1 will not be exceeded. Thesurface for binder and wearing courses will be tested at selected locations bythe Engineer in the transverse direction for conformance to surface finish

requirements of Table 1 of this Section. Corrections shall be made asdirected in accordance with Heading (e) of this Subsection.

(c) Cross Slope: When the plans require the section to be constructed to aspecified cross slope, test shall be run at selected locations, using astringline, slope board or other comparable method. The cross slope shall beso controlled that the values shown in Table 1 of this section will not beexceeded. Cross slope variations allowed in Table 1 shall apply to each lane


19/27

53

constructed.

(d) Grade: When the plans require the pavement to be constructed to a grade,tests for conformance shall be run at selected locations, using a stringline orother comparable method. Grade variations shall be so controlled that the

tolerance shown in Table 1 of this section will not be exceeded.

If the pavement is consistently above or below the established grade forreasonable long segment, the Engineer may, for the purpose of determiningconformance to the tolerance, use a new grade approximately parallel to theestablished grade; in which case, any required transition in grade or verticalcurve at each extremity of the segment shall be in accordance with the basedesign requirements. Grade tolerances shall apply to only 1 longitudinalline, such as the centerline or the outside edge of pavement. Correctionsshall be made in accordance with Heading (e) of this subsection.

(e) Correction of Deficient Areas: Deficiencies to be corrected in the finalwearing course shall be corrected by milling, removing, and replacing, orfurnishing and placing a supplemental layer of wearing course mixture atleast 1" thick for the full width of the roadway; all in a satisfactory mannerat the Contractor's expense. Deficiencies to be corrected in a satisfactorymanner at the Contractor's expense. Deficiencies to be corrected in bindercourses shall be corrected in a satisfactory manner at the Contractor'sexpense. Corrections shall be made before subsequent courses areconstructed.

With the written permission of the Project Engineer, deficiencies inLongitudinal and/or Transverse Surface Finish may be corrected by heating

and re-rolling the surface. Devices used to heat the asphaltic concrete shallnot expose the surface to open flame.

501.11 Dimensional RequirementsMixtures that are specified for payment on a cubic yard or square yard basis shallconform to the following dimensional requirements. Over thickness and over width willbe waived at no additional cost to the City-Parish.

(a) Thickness: Thickness of mixtures will be determined by random coring.Under thickness shall not exceed 1/4". For all mixtures except the finalsurface course, areas with under thickness in excess of the 1/4" shall be

corrected to plan thickness at the Contractor's expense by furnishing andplacing additional mixture. For all mixtures except the final surface course,areas with under thickness in excess of the 1/4" shall be corrected to planthickness at the Contractor's expense by furnishing and placing asupplemental layer of wearing course mixture at least 1-1/2" thick over theentire area for the full width of the roadway.


20/27

54

(c)Width: The width of completed courses will be determined in accordance withDOTD TR-602. Under-widths shall be corrected to plan width at theContractors's expense by furnishing and placing additional mixture.

501.12 Acceptance Requirement

All inspection procedures, including sampling and testing, form the basis for acceptanceof the asphaltic concrete. Sampling and testing shall be accomplished following astratified sampling plan: times and locations shall be set by the Engineer. The location ofthe area to be cored will be determined by the use of "random number tables" transverselyand longitudinally in each subsection of each lot. The procedure used will be inaccordance with Louisiana Department of Transportation & Development publicationentitled, "Application of End Result Specifications for Asphaltic Concrete." Any sectionof pavement that is obviously deficient shall be satisfactorily corrected or replaced.

Acceptance testing for Marshall stability and aggregate gradation will be conducted onthe mix laid each day on the project. Also acceptance testing for pavement density,

surface tolerance and dimensional tolerances will be conducted on mix produced and laidfor the City-Parish each day.

Pavement density and surface tolerance requirements will not be applied for shortirregular sections, such as drives, aprons and turnouts; however, mix shall be placed insuch manner as to provide a neat, uniform appearance and shall be compacted bysatisfactory methods.

For all projects, 1 sample shall be taken for Marshall properties testing for each 250 tonsor portion thereof produced and 1 sample taken for extracted gradation testing for each500 tons or portion thereof produced. Five (5) samples shall be taken for determination

of pavement density, with the sampling distribution to be determined by the Engineer.

(a) Inspection: Mix exhibiting deficiencies before placement, such segregation,contamination, lump non-uniform coating, excessive temperature variationsor other deficiencies, apparent on visual inspection, shall not be placed.

Mix exhibiting deficiencies during placement, such as segregation,contamination, alignment deviations, variations in surface texture andappearance or other deficiencies, apparent on visual inspections, will not beaccepted. Poor construction practices such as handwork, improper jointconstruction, or other deficiencies, apparent on visual inspection, will not beaccepted.

Deficiencies revealed by visual inspection after placement and before finalacceptance shall be corrected at the Contractor's expense.

If requested by the Contractor, the acceptability of fixtures or work rejectedby visual inspection of the inspector will be evaluated by tests,measurements and/or visual inspection by the Engineer.


21/27

55

(b) Sampling and Testing:

(1) Without Payment Adjustments: The City-Parish will take samples orperform test outlined in these specifications to ensure that the asphalticconcrete conforms to City-Parish standards, which include mix design

limits, typical sections, material values, surface deviations andverification of control testing. Deviations from specified tolerances willnot be accepted. If a sample or test indicates a deviation from thespecified tolerance, the Contractor shall take immediate corrective action,or operations shall be discontinued.

(2) With Payment Adjustments: If the mix does not meet requirements in theareas listed in this section, the payment adjustments schedules shown inTable 2 of this section will be applied. Production of mix that is noteligible for 100% payment will not be allowed on a continuous basis. Iftest results demonstrate that payment adjustments are necessary,satisfactory control adjustments shall be made or production shall bediscontinued.

(a) Marshall Stability: When individual tests or the average of testsrepresenting the mix produced and laid for the City-Parish is outsideacceptance limits shown in Table 1 of this Section, an adjustment inunit price for the mix will be made in accordance with Table 2 of thisSection.

(b) Aggregate Gradation: Testing for aggregate gradation will beconducted by the Contractor's technician. Gradation testing shall beperformed for each 500 tons or portion thereof produced per day.

If test results are outside the job mix control limits for aggregategradation given in Table 1 of this Section, adjustment in unit pricefor that mix will be made in accordance with Table 2 of this Section.This adjustment in unit price is determined by percent deviation formjob mix control limits for the No.'s 4, 40 and 80 sieves, and only thesieve with the greatest adjustment in unit price will be used.Deviations for gradation will be calculated for each test and thedeviations will be averaged for determination of adjustment in unitprice.

(c) Pavement Density: Upon completion of compaction, 5 pavementsamples shall be obtained in accordance with subsection 501.09within 24 hours after placement. If this falls on the day theContractor's crews are not working, sampling will be done thefollowing working day. If the Contractor does not obtain theroadway samples as outlined, the Engineer may deduct 5% of

the contract price of asphaltic concrete for the day or days run,

where samples are late or lacking.


22/27

56

The density requirement for the average of 5 samples will be asshown in Table 1 of this section, determined in accordance withDOTD TR-304. Payment will be made in accordance with Table 2of this Section.

Asphaltic mixtures required to be placed in layers less than 1-1/2"thick will not be sampled for density testing; however, such layersshall be satisfactorily compacted by approved methods.

(d) Surface Smoothness: Testing for surface smoothness will berequired on the final wearing surface. The surface will be testedlongitudinally with a 10-foot rolling straightedge within the timeperiod prescribed in Heading (c) above. The rolling straightedgeshall be furnished by the Contractor. Surface corrections shall bemade in accordance with Subsection 501.10.

The requirements for surface tolerance shall be as shown in Table 1of this section.

(e) Anti-Strip Additive: Failure to add anti-strip additive shall result ina payment adjustment in accordance with Table 2 of this Section.

501.13 Maintenance Work:All required grass stripping; vegetation sterilization; pulling of roadway shoulders;pavement base restoration, and other maintenance work shall be done by the Contractoron this project.

501.14 Project Street Locations, Construction Limits and Required

Asphalt ThicknessThe location of the various streets to be overlaid under this contract are shown in theQuantities Table attached. In addition, the estimated tonnage of required base patchingand wearing surface is also shown.

Unless otherwise approved by the Engineer in writing, the average compacted wearingsurface thickness shall be applied at the rate shown on the Quantities Table.

501.15 Manhole and Inlet Adjustment:

It is contemplated that some streets may have manholes or grate type inlets in them whichwill need raising to accommodate the new asphaltic concrete overlay. Therefore, theContractor on this project, shall furnish and install cast iron raising rings where necessaryin accordance with Section 702 of the Standard Specifications. The Contractor shallinstall the required raising rings in the manholes, utilizing the existing manhole covers, just before the new asphaltic concrete overlay is placed. All work shall conform toSection 702 of the Specifications.


23/27

57

501.16 Driveways, Paved Shoulders, Parking Areas, Etc.When paved driveways, paved shoulders not to be overlaid, paved parking areas, etc. abutthe area to be overlaid, additional asphaltic concrete shall be placed outside the normallimits of the asphaltic concrete to provide a smooth vertical transition and/or to facilitatedrainage. The limits of such additional asphaltic concrete shall be as directed by the

Engineer, but shall not extend beyond the limits of the right of way. Methods ofplacement and compassion shall be as approved by the Engineer. Surface tolerances shallnot apply, but the area shall be finished to the satisfaction of the Engineer.

501.17 Method of MeasurementAsphaltic tack coat, prime coat or curing membrane required will not be measured forpayment.

(a) Weight measurement: Asphaltic concrete will be measured by the ton of2,000 pound from printed weights.

(b) Stamped printer tickets will be issued for each truckload of materialdelivered. Material lost, wasted, rejected or applied contrary tospecifications will not be measured for payment.

Estimated quantities of asphaltic concrete shown on the plans are based on110 lbs/sq. yd./inch thickness. The theoretical specific gravity of the jobmix shall not exceed 2.51.

501.18 Basis of PaymentAsphaltic concrete will be paid for at the contract unit price. When the mix does notconform to acceptance requirements, payment will be made at an adjusted price per unit

of measurement in accordance with Table 2 of this Section.

(a) General: Payment for asphaltic concrete will include furnishing all requiredmaterial, producing the mixtures preparing the surfaces on which themixtures are placed, hauling the mixtures to the work site, and placingcompacting the mixtures.

(b) Wearing Course Mixtures: The lowest percentage of contract price will beused for final adjustment in unit price for deficiencies in Marshall Stability,pavement density, aggregate gradation, and anti-strip additive.

(c) Binder and Base: The lowest percentage of contract price will be used forfinal adjustment in unit price for deficiencies in Marshall stability, pavementdensity, aggregate gradation, and anti-strip additive.


24/27

58

(d) Payment: Payment will be made under:

ITEM NO. PAY ITEM PAY UNIT501(01)(SD) Asphaltic Concrete Type 90SD Ton501(02)(WC) Asphaltic Concrete Type 90WC Ton

501(03)(BC) Asphaltic Concrete Type 90BC Ton501(04)(BB) Asphaltic Concrete Type 90BB Ton501(05)(BP) Asphaltic Concrete Base Patching Ton501(06)(HV) Asphaltic Concrete Type 91HV Ton501(12)(P) Asphaltic Concrete Type 90WCP Ton501(13)(P) Asphaltic Concrete Type 90BCP Ton501(14)(P) Asphaltic Concrete Type 90BBP Ton501(16)(P) Asphaltic Concrete Type 91HVP Ton


25/27

59


26/27

60


27/27

61