SPECIFICATIONS

FOR CONCRETE TO BE PLACED IN

CURB & GUTTER, SIDEWALKS, ENTRANCE PAVEMENTS, INLETS,AND MISCELLANEOUS CONCRETE WORK

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SECTION #03011 - SPECIFICATIONS FOR CONCRETE SIDEWALK, ENTRANCEPAVEMENTS, INLETS, AND MISCELLANEOUS CONCRETE WORK

1.0 GENERAL

A. Concrete shall consist of cement, coarse aggregate, fine aggregate, approvedadmixture and water; proportioned and mixed to produce a plastic workablemixture suitable to specificconditions ofplacement and in accordance with thefollowing specifications. All reinforcement and embeddeditems shown anddetailed shallbe installed and secured in place prior to placing concrete.

2.0 GENERAL SPECIFICATIONS FOR ALLOTYPES OF CONSTRUCTION

A. The provisions of General Specifications for all Types ofConstruction", shallapply in detail to the construction ofconcrete pavement.

3.0 STRENGTH OF CONCRETE

A. Concrete shall have an average compressive strength of3,500 pounds persquare inch at the end of28 days, determined in accordance with ASTMStandards C 31 for preparation of test specimens and C 39 for compressivestrength. The operating mix shall be adjusted if the 7-day strength falls below2,800 pounds. Water cement ratios and cement content shall fall within thespecified ranges. Concrete made from high early cement shall have a 7 daystrength not less than the specified minimum 28-day strength for standardportland cement concrete.

4.0 PORTLAND CEMENT

A. Approved brand of standard portland cement, conforming to ASTM Standard C150, Type 1; or, when so authorized, high-early strength portland cementconforming to ASTM Standard C 150, Type DI. The use of special cements orthose containing interground admixtures will not be permitted.

5.0 AGGREGATE

A. Coarse and fine aggregates shall be separately furnished and stored. Pit run ornaturally mixed aggregates will not be approved; nor will mixing ofaggregatesfrom different sources or alternating batches of different aggregates in onestockpile be permitted. Sufficiently in advance of construction to permitstandard gradations and proportions to be determined, the Contractor shall

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submit samplesrepresentative ofeach aggregate he proposed to use; finenessmodulus of aggregate furnished for construction shall not vary from suchestablished standards by more the 0.2 plus or minus. Finenessmoduluswillbecomputed for each sieve analysis made, determined by adding respectivecumulative percentages ofmaterial coarser than sievein a U.S. standard seriesand dividing by 100. The sieve seriesfor fine aggregates shallconsist ofNos.4, 8, 16, 30, 50, and 100; for coarse aggregates and total aggregates 1 l/2inch,3/4-inch, and 3/8-inch sieves shall be added to this series.

B. Deleterious Substancesin aggregates shall not exceed the followingpercentages by weightwhen tested under the designated AASHTO Method orin accordance with applicable procedures set forth in the StandardSpecifications for State Road and Bridge Construction ofthe KansasDepartment ofTransportation. x

Coarse Fine Test

Material Passing No. 200 Sieve (wash) 1.0Shale 0.5

Soft Friable Fragments 2.5Sticks (wet weight)Coal and Lignite 0.5Clay Lumps (on 3/8-inch sieve) 0.3Combined Shale, Coal, Clay Lumps, andSoft Friable fragments 3.0 3.0

2.0 KT-3

1.0 KT-8

1.0 KT-9

0.1 KT-3 5

1.0 T113

0.5 KT-7

5.01 COARSE AGGREGATE

A. Clean, hard, durable, uncoated fragments of crushed rock, crushed flint orgravel, reasonably free fromthin or flat particles; having a loss ratio valueofnot less than 0.90 when tested for soundness by freezing and thawing inaccordance with Section Y15, and shall conformto other requirements of theStandard Specifications for the State Road and Bridge Construction oftheKansas Department of transportation, 1990Edition for aggregate Type CA-6.Aggregate shall have not more than 50 percent wear under Los AngelesAbrasion Test, AASHTO Method T96. Aggregates known to damage concreteby expanding when exposed to moisturewill not be approved. Coarseaggregate shall have a satisfactory record of use in concrete for a period of atleast 5 years; material from new pits or outcrops shownto be extensionsofacceptable deposits will be approved if the material passes all otherrequirements.

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1. Gradation: Well graded, within the following limits: CumulativePercent Retained, ASTM Standard C 136

Sieve Size 1" 3/4" 8 100

Percent by Weight 0 0-5 95-100 98-100

5.02. FINE AGGREGATE

Natural sand consisting ofclean, durable siliceousor calcareous particlesresultingfrom the disintegration of rocks; free from adherent coatings; having amortar strength not less than 100 percent of standard Ottawa sand, ASTMStandard C 87. Fine aggregate shall conform to requirements of StandardSpecifications for State Road and Bridge Construction ofthe KansasDepartment ofTransportation, 1990Edition for aggregate Type SSG for MA-1.

1. Organic Impurities: Aggregates subjected to calorimetric test fororganic impurities, AASHTO Method T 21, and producing color darkerthan standard, will be rejected unless passing the mortar strength test.

2. Gradation: Wellgraded within the following limitswhen tested underAASHTO Method T 27. Blending will be permitted ifnecessary tomeet the following gradation limits:

Sieve Size 3/4" 4 8 30 50

Percent Retained 0-5 20-60 10+ 76-85 90-96

6.0 ADMLXTURES

A. To each batch of concrete shall be added an air entraining admixture such asVinsol Resin, Darex AEA, Protex AEA, or approved equal conforming to theapplicablerequirements ofASTM Standard C 260. Admixtures shall be addedat the mixer in a portion ofthe mixingwater in strict accordance with theadmixture manufacturers recommendations. Quantity of entrained air shall bemaintained at approximately4 1/2 percent of the total batch weight, and at alltimes shall be within the range of 3 to 6 percent.

7.0 PROPORTIONING

A. Concrete shall be proportioned within the following limits; all materials beingmeasured by weight, considering one sack ofcement as 94 pounds and onegallon ofwater as 8.33 pounds:

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Cement Content, sacks per cu. yd. concreteTotal wager, gal. per sack cementCoarse aggregate, % total aggregateFineness Modulus Total AggregateEntrained air, % total batch weightSlump, inches

8.0 PRELIMINARY MLX

Minimum Maximum

6.0 7.0

5.0 6.0

25.0 35.0

4.2 6.0

4.0 8.0

1.5 4.0

The Contractor shall design preliminary mixes for trial batches and, in thepresence ofthe Resident Inspector,Nshall mixthe trial batches and prepare testcylinders for determination of a 7-day and 28-day compressive strength fromsuch trial batches, as have other acceptable characteristics. The basic operatingmix shall be designed on the basis ofinformation so obtained. If the contractoruses a previously approved K.D.O.T. mix design, this shall be waived by theEngineer.

9.0 OPERATING MLX

A. Matching and weighing devices shall provide positive means of regulation andcontrol shall be accurate within 0.5 percent for aggregates and bulk cement; andall such devices and methods of operating shall be subject to inspection andapproval. When packaged cement is used, batch weights shall be proportionedto use whole sacks ofcement. When batch trucks are used, each batchcompartment shall be charged with all dry ingredients for one batch.

9.01 VARIATIONS FROM BASIC MLX

A. The exact proportions of the basic mix may be varied within the limits specifiedabove in order to obtain concrete having the specified strength and other desiredcharacteristics.

1. Proportions ofAggregate: The batch weights of coarse and fineaggregates may be adjusted as required to insure use of the least amountoffine aggregate, which will produce workable concrete having properslump. If impossible to produce concrete ofproper consistency withoutexceeding the specified limitations for percentage ofcoarse aggregate,then total batch weight ofaggregate shall be reduced. However, theContractor will not be compensated for any improved aggregates oradditional cement required by reason of such adjustment.

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2. Corrections for Aggregate Moisture: The amount ofwater added at themixer shall be adjusted for moisture contained on the surface ofaggregates and for absorptive qualities ofthe aggregates. Absorption ofaggregates shallbe determined by KDOT Test KT-24. Batch weights ofcoarse and fine aggregates shall be adjusted to compensate for moisturecontained at time ofuse.

3. Correction ofEntrained Air: Air entraining agents shall be added onlyat the mixer and in such quantity that the amount ofair entrained will bewithin the specified limits. Should bulking of concrete result from airentraining, the proportion ofaggregate coarser than No. 50 sieve shallbe increased over the specified percentage by an amount equal to thepercentage of entrained air; fineness modulus of total aggregateremaining within specified lirnits and specified gradation percentages ofother sieve sizes to remain unchanged. KDOT Test KT-20 shall be usedto determine Air Content offresh concrete.

4. Cement Yield Test: Cement content of the concrete shall be determined

by yield tests conducted under KDOT Test KT-20. If the cementcontent falls outside the specified limits, batch weights shall be adjusteduntil the concrete conforms to the requirements.

10.0 FORMS

A. Construct approved mortar tight forms of suitable materials to provide surfacesfree from surface irregularities; true to line, grades and dimensions shown onthe drawings; rigid and properly braced to prevent movement or distortion;internal ties so arranged that metal will not show or discolor the concretesurface. Provide a formed chamfer at all corner exposed to view. Design formsto permit proper installation or reinforcement; easy placement and manipulationof concrete; and removal offorms without damaging the concrete. Apply wateror non-staining mineraloil to interior surfaces and obtain approval offormsprior to placing concrete.

Where practicable, concrete may be placed directly against undisturbedexcavated surfaces without use of outside forms if concrete as placed provides aminimum of 3 inches outside cover over reinforcement as required by theAmerican Concrete Manual of Standard Practices.

11.0 REINFORCING STEEL

A. Install all reinforcement shown, including rods, fabric or structural shapes.Remove rust, scale, grease, or any coating, which might impair bond with

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I• concrete. Support reinforcing steel to obtaincoverageand minimum spacing,

and provide splice lengths as required by American Concrete Institute Manual• of Standard Practices.

1 ASTM Standards• Welded Wire Fabric A185I Bar Mats A184

Deformed Rods, Intermediate or Hard Grades A 15, A 16 ora i<nA 160

Deformed Bars shall be grade 60 reinforcing steel with a Fs = 24,000 PSI.I

II A. Before placing concrete, remove coatings of oil, rust, scale, or other foreign

matter. Kerf and thoroughly soak wood strips used to form grooves, key joints,and bevels.

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12.0 EMBEDDED ITEMS

13.0 MDONG AND PLACING

13.01 EQUIPMENT

A. Provide one or more approved batch type mixingplants with rated individualcapacity of at least one sack cement; equippedwith adequate facilities foraccurate measurement and control of all materials and for readily changing theproportions of the mix; and designed to permit all operations to be easilyinspected at all times.

13.02 READY-MDCED CONCRETE

A. At the Contractor's option, ready-mixed concrete may be used provided allother requirements are complied with and the City is permitted free access tothe mixing plant.

13.03 MDONG

A. Operate mixer at design speed and within volume limits recommended by themanufacturer. Field mixers shall operate at a uniform speed for not less thanone minute after all ingredients are in the mixer prior to discharge of theingredients. Ready-mix transit mixers shall be held at the site for at least 70

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revolutions of the drum at design speed prior to discharge ofthe ingredients.Avoid over-mixing to the point that additional water is required. Batches withmore than specified slump shallbe dumped outside the forms or may be heldfor additional mixinguntil the proper slump is obtained prior to discharge of theingredients; but in no case more than 60 minutes.

13.04 CONVEYING

Using methods which prevent segregation or loss of ingredients, conveyconcrete from mixer to final position as rapidly as practicable. Use chutes onlywhen necessary, and only when the slope is such that the concrete slides butdoes not flow. Use tremies or elephant trunks where vertical drops greater than5 feet are necessary, or where concrete is to be placed under water.

13.05 PLACEMENT

A. Place concrete as soon as possible after mixing and in any case before initial setoccurs. In general, place concrete against clean, damp surfaces the temperatureofwhich is 40 degrees F or above. Earth sub-grade may be approvedundisturbed earth or properly consolidated material, free from running waterand soft mud. Sand sub-grade shall be completely confined, thoroughly dryand covered with waterproof sheathing paper. Concrete shall be worked into allcorners and angles offorms, around reinforcement and embedded items in sucha manner as to avoid segregation.

13.06 WALLS AND COLUMNS

A. Pour supporting walls and columns to the underside of concrete beams andslabs at least 8 hours prior to placing the superimposed work.

13.07 VIBRATION

A. Place concrete in general with aid ofapproved internal vibrating equipment,supplemented by hand forking or spading. Apply vibration directly to theconcrete, never through forms or reinforcement.

14.0 CONSTRUCTION JOINTS

A. At locations shown on the drawings, at the close ofeach pour, or where placingofconcrete is suspended for more than 2 hours, provisions shall be made forjoining future work. The work shallbe so arranged that a section begun on any

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day shall be finished during the daylight of the same day. Construction jointsshall be of the type shown or prescribed. Before depositing new concrete, thesurface of the hardened concrete shall be broomed, roughened slightly, wettedand coated with neat cement paste ofgrout. New concrete shall be carefullyrodded into grooves or recesses, around bars, plates and embedded items.

15.0 EXPANSION JOINTS

A. Construct at intervals not to exceed 60 feet and of minimum thickness of 1/2"

inch. The contractor shall placed an expansionjoint at the beginning and endingof radius's, where tying into existing construction and as required by theengineer.

1. Preformed Filler. Non-extruding type, conforming to AASHTOSpecification M 153, Type I or Type JJ.

2. Sealing Material. Sealing material shallbe as designated for concretepavement and as shown on the concrete pavement sheet ofthe plans.Sealing material shallbe pressure machine applied in accordance withthe sealing material manufacturers recommendations.

16.0 FINISHING

16.01 EXPOSED SURFACES

A. Bevelall exposedcornersand edgeswith 3/4-inch molding. Removeallunsightly ridges and lips. Remedy local bulging by tooling and rubbing.Ream, chip, and fill with mortar all voids and holes, includingthose left byremoval or form rods.

16.02 LIFT SURFACES

A. Manipulation ofconcrete adjacent to the surface ofany lift shall be theminimum necessary to produce not only the degree ofconsolidation desired inthe surface layer of concrete, but also a surface with the desired degree ofroughness for bond and the next lift. Surface vibration or excessive surfaceworking, including screeding of any kind, will not be permitted. All topsurfaces not covered by forms, and which are not to be covered by additionalconcrete or backfill, shall be carried slightly above grade, as directed, andstruck offby board finish.

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17.0 CURING AND FROST PROTECTION

A. Exposed surfaces ofconcrete shall be protected from rapid drying and, ifnecessary, from frost action for at least 7 days after placement. In the eventemperatures at the surface of the concrete fall below 50 degrees F, the curingperiod shall be extended as directed to compensate for such periods ofdeficienttemperature. Adequate frost protection will be required at ambienttemperatures of40 degrees F or below. Concrete damaged from improperduring or from freezing shall be subject to removal and replacement as directed.The use ofany ofthe following suggested methods ofcuring and frostprotection shallnot relieve the Contractor ofhis responsibility in obtainingacceptable concrete having the require strength and surface finish.

B. Water Curing x

1. Surface maintained continuously wet by sprinkling or by completeinundation.

C. Earth or Sand Covering

1. Two-inch covering maintained moist by water curing as above.

D. WaterproofPaper Covering

1. ASTM Standard C 171. Paper placed on thoroughly moistened surfaceofconcrete; edges lapped 12 inches and weighted or secured in place toprevent rapid evaporation ofmoisture.

E. Polyethylene Sheeting

1. Surfaces shall be covered with white or translucent polyethylenesheeting not less than 0.004 inch in thickness. In the event that acontinuous sheet is not used to cover the entire surface, edges, and endsshall be lapped a minimumof4 inches and sealed with approvedadhesive tape.

F. Liquid Membrane Curing

1. In no case will the use of liquid membrane curing be permitted on asurface to which other concrete is to be bonded.

G. Material

A pigmentedsealing solution, which within 30 minutesafter applicationat the prescribed rate, will form an impervious film having an efficiencyindex of at least 90 when tested for water retention under ASTM

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Standard C 156. The solution shall conform to ASTM Standard C 309

and shall be Type 2 white pigmented, and shall contain nothingchemically harmful to the concrete or which will permanently discolorthe surface. The manufacturer shall submit certified test reports by anapproved laboratory indicatingcompliancewith these specifications byeach lot or run of material from which shipment is made. Material shallbe delivered to the site in original containers plainly labeled withmanufacturer's name, trade name of material and lot identification.

H. Application

1. Compound shall be applied by approved hand operated or power drivenequipment at the rate of one gallon to not more than 200 square feet offinished surface. The concrete surface shall be moist, but the fee watershall have disappeared at the time ofapplication. One coat may beadequate, provided the surface is covered by a smooth, uniformlytextured coating of the required density. More than one coat.may berequired to cover deficiencies, damagefrom rainfall, abrasions,pinholes, or other imperfections. Succeeding coats shall be applied atapproximateright angles to the previous coat. The compound shall notbe applied to a concrete surface which already developed hair checks.Such hair checks shall have been removed by reworking and refinishingthe concrete prior to application ofthe compound. Immediately uponremoval of forms, all formed surfaces shall be repaired as required andshall receive a coating of curing compound similarto that specifiedabove, except those surfacesto whichfuture concrete is to be bonded; inwhich case other methods, such as moist curing, as specified, shall beemployed.

18.0 REMOVAL OF FORMS

A. Allow a minimum interval of 15 hours at temperatures of 50 degrees F or abovebefore removing forms from vertical faces, walls, or similar structures. Allowthe concrete to develop at least 60 percent ofthe design strength beforeremoving falsework and forms from slabs, beams, girders, and similarconstruction. If tests are not made to determine the actual strength of the slab,falsework and forms shall remain in place not less than four days.

19.0 PATCHING CONCRETE

A. Concrete out of level or alignment, or defective areas, which cannot be patchedsatisfactorily, shall be removed and replaced. Patching shall be done in aworkmanlike manner to restore original quality and appearance, usingapplicable non-shrink grout as specified for the location. Patched areas

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unsatisfactory in workmanship or appearance shall be repatched or removedand replaced, as directed. Tie holes shall be filled and defectiveareas patchedimmediately following removal of forms. Defectiveareas shall be chippedtosolid concrete or to a minimum depth ofone-inch, the patching area andsurrounding space wetted liberally, and mortar forced into place andcompacted. Mortar shall be finished flush and to match adjacent areas andcured as specified for concrete.

20.0 NONSHRINK GROUT

A. A non-shrinking grout shall be used for closures where non-shrinkcharacteristics are specified or where they would be desirable in connectionwith structures. x

20.01 UNEXPOSED SURFACES

A. "Embeco Pre-Mixed Grout" as manufactured by Master Builders Co., orapproved equal grout shallbe used. Grout shall have a maximum sizeaggregate as required for the particular installation. Grout installed atunexposed locations and other locations where rust staining will not beobjectionable shall be finished flush with adjacent surfaces unless otherwisedirected. In general, grout shallbe entirely confined. Provisions for removingentrapped air from the closure are mandatory. Slump, water content andmethods of application shall conform to requirements ofmanufacturer's printedinstructions.

20.02 SURFACES EXPOSED TO SIGHT AND WEATHER

A. Non-shrink grout as specified in subparagraph a. "Unexposed Surfaces" aboveshall be recessed 1/4 to 1/2-inch from the exposed surface and in the mannerprescribed for patching concrete. The closure shall be completed with one ofthe following applicable mortar mixtures: For surfaces to be painted; one partstandard portland cement, three parts clean, well graded sand screened throughNo. 4 sieve and sufficientwater to obtain required consistency. For unpaintedsurfaces; mix mortar in same proportions as specified above for paintedsurfaces except white portland cement shall be substituted for part of thestandard portland cement in trial batches until the required amount ofwhitecement ifdetermined which will provide mortar of a color that will match colorof adjacent concrete, when dry. Prior to use, each batch ofmortar shall beallowed to stand until surface indicates initial set, then remixed to uniformconsistency and applied while still plastic. Mortar having lost plasticity orability to adhere to surfaces shall be wasted and not used.

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21.0 STRENGTH

Test Specimens in sets of three 6 by 12-inch cylinders shall be taken at pointsof concrete placement as directed by the Engineer. Cylinder test specimensshall be stored near the point of sampling, and protected and cured similarly tothe concrete work represented by the sample. Two cylinders from each testgroup shall be tested at the age of 7 days by an approved testing laboratory and3 copies of results of tests furnished to the Engineer without delay. Averagestrength at 7 days of the two cylinders tested shall be accepted as 70 percent ofthe potential 28-day strength. The remaining cylinderof the test group shall betested at the age of28 days, if so directed by the Engineer. Ifthe third cylinderof a group is tested, its strength shallbe averaged with the average strength ofthe other cylinders in the test group to obtain the statistical average for the testgroup. When test reports indicate that concrete ofunsatisfactory orquestionable quality has been placed, it shall be removed and replaced at theContractor's expense.

22.0 BASIS OF PAYMENT

A. Payment shall be made by linear foot for construction of curb & gutter, bysquare yard for concrete pavement, all other concrete construction shallbe aslisted on bid documents. Footage and square yards shall be as computed for thebid documents and as verified by the Engineer in the field. Any discrepancy inthis method shall be brought to the Engineers attention, whereby measurementswill be taken in the field to verify or correct those discrepancies. Once theproject is complete and accepted the contractor shall not be allowed anyadditional claims to changes in quantities.

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#03012

SPECIFICATIONSFOR CONCRETE TO BE PLACED

IN PAVEMENT

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SECTION #03011 - CLASSD1CATION & PROPORTIONING

FOR CONCRETE

1.0 GENERAL

A. Concrete shall consist ofa mixture of: (a) Portland cement and mixed aggregateor coarse and fine aggregate with or without air entraining or other admixtures,or (b) Portland cement, water and lightweight aggregate (modified) with airentraining and with or without other admixtures.

2.0 COMPOSITION - MATERIALS AND PROPORTIONING

A. GENERAL

1. The actual mix proportions of the concrete mix shall be theresponsibility of the Contractor and the mix shall be designed usinginformation from the following data. Changes made by the Contractorin mix proportioning, must be approved by the Engineer. Failure of themixed concrete to meet specifications as determined by the Engineerwill be grounds to reject the concrete. Upon receipt ofa written requestfrom the Contractor, the Engineer may design or assist in the design ofthe mix.

2. The Engineer shall designate the slump or slumps at the point ofdelivery.

3. When air-entrained concrete is specified, the percent of air in theconcrete will be designated. The Contractor shall determine therequired amount ofair-entraining agent.

B. MATERIALS AND PROPORTIONING

1. Portland Cement: Unless otherwise specified on the Plans or in theContract, either Type JJP Portland-Pozzolan cement, Type I(PM)Pozzolan-Modified Portland cement or Type II Portland cement shall beused for the Construction ofbridge decks (wearing course) and concretepavement. Either Type IP Portland-Pozzolan cement, Type I(PM)Pozzolan-Modified Portland cement, type I or Type U Portland cementmay be furnished for all other types of construction unless specifiedotherwise on the Plans or in the Contract.

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Aggregates: Coarse and fine aggregates shallbe separatelyfurnishedand stored. Pit run or naturallymixed aggregates will not be approved;nor will mixing ofaggregates from different sources or alternatingbatches ofdifferent aggregates in one stockpile be permitted.Sufficiently in advance ofconstruction to permit standard gradationsand proportions to be determined, the Contractor shall submit samplesrepresentative ofeach aggregate he proposes to use; fineness modulusofaggregate furnished for construction shall not vary from suchestablished standards by more the 0.2 plus or minus. Fineness moduluswill be computed for each sieve analysis made, determined by addingrespective cumulative percentages ofmaterial coarser than sieve in aU.S. standard series and dividing by 100. The sieve series for fineaggregates shall consist ofNos. 4, 8, 1, 30, 50, and 100; for coarseaggregates and total aggregates 1 1/2-inch, 3/4-inch, and 3/8-inch sievesshall be added to this series.

a. Deleterious Substances in aggregates shall not exceed thefollowing percentages by weight when tested under thedesignated AASHTO Method or in accordance with applicableprocedures set forth in the Standard Specifications for StateRoad and Bridge Construction of the Kansas Department ofTransportation.

Coarse Fine Test

Material Passing No. 200 Sieve (wash) 2.5 2.0 KT-3

Shale 0.5 1.0 KT-8

Soft Friable Fragments 2.5 1.0 KT-9

Sticks (wet weight) 0.1 0.1

Coal and Lignite 0.5 1.0

Clay Lumps (on 3/8-inch sieve) 0.5 0.25 KT-7

Coarse Aggregate: Clean, hard, durable, uncoated fragments ofcrushed rock, crushed flint or gravel, reasonably free from thinor flat particles; having a loss ratio value ofnot less than 0.90when tested for soundness by freezing and thawing inaccordance with Section Y15, and shall conform to otherrequirements of the Standard Specifications for the State Roadand Bridge Construction of the Kansas Department ofTransportation, for aggregate Type CA-6. Aggregate shall havenot more than 50 percent wear under Los Angeles AbrasionTest, AASHTO Method T96. Aggregates known to damageconcrete by expanding when exposed to moisture will not beapproved. Coarse aggregate shall have a satisfactory record ofuse in concrete for a period ofat least 5 years; material from newpits or outcrops shown to be extensions of acceptable depositswill be approved ifthe material passes all other requirements.

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(1) Gradation: Well graded, withinthe following limits:Cumulative Percent Retained, KT-2 KDOT Test MethodSieve Size 3/4" 4 8 30 100

Percent by Weight 0-5 87-100 95 94-99 97-100

c. Fine Aggregate: Natural sand consisting ofclean, durablesiliceous or calcareousparticles resultingfrom the disintegrationofrocks; free from adherent coatings; havinga mortar strengthnot less than 100 percent of standard Ottawa sand, ASTMStandard C 87. Fine aggregate shall conform to requirements ofStandard Specifications for State Road and Bridge Constructionofthe Kansas Department ofTransportation, for aggregate TypeSSG Natural Sand.,

(1) Organic Impurities: Aggregates subjected tocolorimetric test for organic impurities, AASHTOMethod T 21, and producing color darker than standard,will be rejected unless passing the mortar strength test.

(2) Gradation: Well graded within the following limits.Cumulative Percent Retained, KT-2 KDOT Test MethodSieve Size 3/8" 4 8 30 50 100

Percent by Weight 0 0-5 0-24 40-75 70-90 90-100

d. Mixed Aggregates: Total mixed aggregates shall meet theappropriate sieve analysis requirements shown below:

Std. Sieve Percent Retained

3/4" 0-5

1/2" 15-25

No. 4 47-62

No. 8 55-75

No. 30 80-90

No. 50 90-96

No. 100 95-100

Admixtures: To each batch ofconcrete shallbe added an air entrainingadmixture such as Vinsol Resin, Darex AEA, Protex AEA, or approvedequal conforming to the applicable requirements ofASTM Standard C260. Admixtures shallbe added at the mixer in a portion ofthe mixingwater in strict accordance with the admixture manufacturers

recommendations. Quantity ofentrained air shall be maintained atapproximately 6 percent ofthe total batch weight, and at all times shallbe withinthe range of4 to 8 percent.

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4. Proportioning: Concrete shall be proportioned within the followinglimits; all materials being measured by weight, considering one sack ofcement as 94 pounds and one gallon ofwater as 8.33 pounds:

Minimum Maximum

Cement Content, sacks per cu. yd. concreteTotal wager, gal. per sack cementCoarse aggregate, % total aggregateEntrained air, % total batch weightSlump, inches

5. Preliminary Mix: The Contractor shall design preliminary mixes fortrial batches and, in the presence of the Resident Inspector, shall mix thetrial batches and prepare test cylinders for determination ofa 7-day and28-day compressive strength from such trial batches as have otheracceptable characteristics. The basic operating mix shallbe designed onthe basis of information so obtained. If the contractor uses a previouslyapproved K.D.O.T. mix design, this shall be waived by the Engineer.

6. Operating Mix: Batching and weighing devices shall provide positivemeans of regulation and control shall be accurate within 0.5 percent foraggregates and bulk cement; and all such devices and methods ofoperating shall be subject to inspection and approval. When packagedcement is used, batch weights shall be proportioned to use whole sacksofcement. When batch trucks are used, each batch compartment shallbe charged with all dry ingredients for one batch.

a. Variations from Basic Mix: The exact proportions ofthe basicmix may be varied within the limits specified above in order toobtain concrete having the specified strength and other desiredcharacteristics.

7. Proportions ofAggregate: The batch weights ofcoarse and fineaggregates may be adjusted as required to insure use of the least amountoffine aggregate, which will produce workable concrete having properslump. If impossible to produce concrete ofproper consistency withoutexceedingthe specified limitations for percentage of coarse aggregate,then total batch weight ofaggregate shallbe reduced. However, theContractor will not be compensated for any improved aggregates oradditional cement required by reason of such adjustment.

8. Corrections for Aggregate Moisture: The amount ofwater added at themixer shall be adjusted for moisture contained on the surface ofaggregates and for absorptive qualities ofthe aggregates. Absorptionofaggregates shall be determined by AASHTO Methods T 84 and 85.batch weights ofcoarse and fine aggregates shall be adjusted tocompensate for moisture contained at time ofuse. Correction of

6.59 7.00

4.90 5.60

30.00 35.00

4.00 8.00

1.00 3.0

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Entrained Air: Air entraining agents shallbe added only at the mixerand in such quantity that the amount of air entrained will be within thespecified limits. Should bulking ofconcrete result from air entraining,the proportion of aggregate coarser than No. 50 sieve shall be increasedover the specified percentage by an amount equal to the percentage ofentrained air; fineness modulus of total aggregate remaining withinspecified limits and specified gradation percentages of other sieve sizesto remain unchanged. (See section 3B).

10. Yield Test: Cement content of the concrete shall be determined by yieldtests conducted under ASTM Standard C 138. If the cement content

falls outside the specified limits, batch weights shall be adjusted untilthe concrete conforms to the requirements.

3.0 CLASSIFICATION

A. GENERAL

1. The cement, water and air content specified herein will be verified.Maximum limits shown for pounds ofwater per pound ofcement shallinclude free water in aggregates but excludes water of absorption of theaggregates.

B. CONCRETE FOR PAVEMENT - AIR-ENTRAINED

TABLE 2

Min. Lb. of Max. Lb. of % Air

Cement/C. Y. Water/ Lb. byofConcrete of Cement Volume

Pavement (surface course):Coarse and Fine 602 0.49 6(+/-2)Mixed or Total Aggregate 620 0.49 6(+/-2)

CONTROL OF DESIGN AIR CONTENT The percent air to be used for thedesign ofair-entrained concrete shallbe at the middle of the range ofthe classofconcrete as designated in theses Specifications. Occasional deviations belowthe specified cement content will be permitted if it is due to the air content ofthe concrete exceeding the designated air content, but only up to the plus twopercent (+2%) tolerance in the air content. Continuous operation below thespecified cement content for any reason will not be permitted.

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D. MORTAR

1. Mortar for laying brick for adjusting manhole lids shall be composed ofone part ofPortland cement and three parts offine aggregate by volumewith sufficient water added to make a workable and plastic mix of suchconsistency as to perform properly the functions required for the workbeing done.

2. Mortar for laying brick or concrete blocks shall be composed of 1/2 partofmasonry cement, 1/2 part Portland cement, and three parts of fineaggregate, either commercially produced masonry sand or FA-M. Thesand used will be visually inspected for acceptance. The componentsshall be measured by volume with sufficient water added to make aworkable mix of such consistencythat will perform properly thefunctions required for the work being done. Air-entraining agents shallnot be used in mixing mortar for masonry work. Any recognized brandofPortland cement and masonry cement that is free oflumps may beaccepted upon visual inspection.

E. CHANGES IN PROPORTION

As the work progresses, the Engineer reserves the right to require theContractor to change the proportions from time to time if conditions warrantsuch changes to produce a satisfactory mix. Any such changes may be madewithin the limits ofthe Specifications at no additional compensation to theContractor.

4.0 REQUIREMENTS FOR COMBINED MATERIAL

A MEASUREMENT FOR PROPORTIONING MATERIALS

1. Cement: The cement shall be measured as packed by the manufacturer.A sack of cement is considered as one (1) cubic foot weighing 94pounds net. Bulk cement shall be measured by weight. In either case,the measurement shall be accurate to within 0.5 % throughout the rangeofuse.

2. Water: The mixing water shall be measured by weight or by volume.In either case the measurement shall be accurate to within one (1)percent throughout the range ofuse.

3. Aggregates: The aggregates shall be measured by weight. The

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measurement shall be accurate to within 0.5% throughout the range ofuse.

4. Admixtures: Liquid admixtures shall be measured by weight or volume.When liquid admixtures are used in small quantities in proportion to thecement as in the case ofair-entraining agents, readily adjustablemechanical dispensing equipment capable ofbeing set to deliver therequired amount and to cut off the flow automatically when this amounthas been discharged shall be used. The measurement shall be accurateto within three percent (3%) of the quantity required.

B. ASSEMBLY AND HANDLING OF MATERIALS

1. Assembly: Prior to batching ofconcrete, aggregate from each sourceshall be sampled and tested by the Engineer to determine compliancewith specifications. Batching will not be permitted until the Engineerhas determined that the aggregates will meet specifications. Acceptancesampling shall be at the patching site.

2. After initial testing is complete and the Engineer has determined that theaggregate process control is satisfactory, the aggregates may be usedconcurrently with sampling and testing as long as tests indicatecompliance with specifications. During batching operations, aggregatesmay be accepted at the batch plant by testing aggregate samples takenfrom the stream as the storage bins or weigh hoppers are loaded. If testresults indicate that an aggregate does not comply with specifications,concrete production using that aggregate shall cease. Additionalaggregate from that source and specified gradation will not be used untilsubsequent sampling and testing ofthat aggregate indicate compliancewith specifications, unless a tested and accepted stockpile for thataggregate is available at the batch plant. When tests are completed theEngineer is satisfiedthat process control is again adequate, productionofconcrete using aggregates sampled and tested concurrently withproduction may resume. If samples cannot be reasonably taken fromthe stream, production shall be from approved stockpiles. In any case,sampling shall be as near to the point ofbatching as is feasible.

3. Accepted stockpiles willbe permitted only at the batch plant and onlyfor small concrete pours or for the purpose ofmamtainingconcreteproduction. The accepted stockpile shall be marked with "ApprovedMaterials" signs. Suitable stockpile area shall be provided at the batchplant so that aggregates can be stored without detrimental segregation orcontamination. Unless otherwise approved by the Engineer, no morethan 250 tons ofcoarse aggregate and no more than 250 tons of fineaggregate tested and accepted by the Engineer shall be stockpiles at theplant. Ifmixed aggregate is to be used, the accepted stockpile shall be

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limited to 500 tons total, the size ofeach being proportional to theamount ofeach aggregate to be used in the mix.

4. WhenDurability Class I or VI aggregateis required, at least two (2)weeks before production ofthe aggregate is to begin, the Contractorshall notify the Engineer in writing as to the source and the dateproduction is to begin. Failure to notifythe Engineer, as required, mayresult in rejection ofthe aggregate as Durability Class(ed) aggregate.Separate stockpiles are to be maintained at the quarry for durableaggregates and they are to be so marked.

5. Aggregates shall enter the mixer in such a manner that no materialforeign to the concrete or material capable of changing the desiredproportions is included. In {he event two or more sizes or types ofcoarse or fine aggregates are used on the same project, only one (1) sizeor type ofeach aggregate may be used on one (1) continuous concreteplacement.

6. Segregation: Segregated aggregates shall not be used until they havebeen thoroughly remixed and the pile is ofuniform and acceptablegradation at any point from which a sample is taken.

7. Moisture: Ifthe moisture content ofaccepted aggregates remainsconstant withina tolerance of0.5% plus or minusfrom the average forthat day, they may be used. However, if the moisture content in theaggregate varies by more than the above tolerance, then whatevercorrective measures are necessary to bring the moisture to a constantand uniform quantity shall be taken before any more concrete is placed.This may be accomplished by handling or manipulating the stockpiles toreduce the moisture content or by adding moisture to the stockpiles in amanner that will produce a uniformmoisture content through allportions of the stockpile.

8. If plant equipment includes an approved accurate moisture-determiningdevice which will make possible the determination ofthe free moisturein the aggregates and provisions are made for batch to batch correctionofthe amount ofwater and the weights ofaggregates added, the aboverequirements relative to handling or manipulating the stockpiles formoisture control willbe waived. However, any procedure used will notrelievethe producer of the responsibility for delivery of concrete ofuniform slump within the limits specified.

9. No aggregate in the form offrozen lumps shall be used in themanufacturer of concrete.

10. Moisture Control for Lightweight Aggregates: The aggregate shall be

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handled and stored in such a manner that the gradation and moisture ofthe material will remain reasonable uniform. The Contractor shall

supply adequate sprinkling systems for keeping the aggregates at tuniform moisture content during storage and mixing operations. TheEngineer reserves the right to designatethe amount ofwetting. Thelightweight aggregate shall have a moisture content ofapproximatelyfive percent (5%) prior to its introduction into the mixer.

11. All conveyors, bins, and hoppers shall be cleaned ofunapprovedmaterials before starting to manufacture concrete for the work.

5.0 MIXING AND DELIVERY

A. GENERAL REQUIREMENTS

1. Concrete shall be mixed in quantities required for immediate use.Concrete shall not be used which has developed initial set or is not inplace 1/2 hour after the water has been added for non-agitated concrete.Agitated concrete must be in place 1-1/2 hours after the water has beenadded when the ambient air temperature at the time ofbatching is 74degrees F. or less. When the ambient air temperature at the time ofbatching is between 75 degrees F. and 89 degrees F. concrete must be inplace within one (1) hour after the water has been added unless anapproved set retarding admixture is used. Ifan approved set retardingadmixture is used, the concrete must be in place within 1-1/2 hours afterthe water has been added. The use ofan approved set retardingadmixture for ambient air temperatures between 75 degrees F. and 89Degrees F. shall be the Contractor's choice and ifused will be at hisexpense. When the ambient air temperature is 90 degrees F. or above,concrete shall be in place within one (1) hour after introduction ofwaterto the cement.

2. In all cases, if the temperature ofthe concrete at time ofplacementis 90degrees or above, or under conditions contributingto quick stiffening ofthe concrete, the concrete shall be in place within 45 minutes afterintroduction ofwater to the cement.

3. Concrete shall be discharged without delay and when discharged shallbe ofthe consistency and workability required for the job. The rate ofdischarge ofthe plastic concrete from the mixer drum shall becontrolled by the speed ofrotation ofthe drum in the discharge directionwith the discharge gate fully open.

4. Addingwater to concrete will not be permitted, except when concrete isdelivered in truck mixers. Water, not to exceed two (2) gallons per cubic

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yard ofconcrete, may be withheld from the load at the batch site, and ifneeded, added at the construction site to control the slumpto meet thespecified requirements. The need for addition ofwater shall bedetermined as soon as possible after the load has arrived at theconstruction site. The adjustment shall be made to the entire load asmuch as possible, to assure the water-cement ratio has not beenexceeded. After additional water is added, the drum or blades shall beturned an additional 20 to 30 revolutions at mixing speed. Additionalwater will not exceed the amount withheld from any load. Addingwater shall be under the Engineer's supervision and shall be permittedno more than one (1) time per load and only after the initial revolutionsat mixing speed have been completed. Calibrated water measuringdevices shall be used for dispensing water. In no case shall the water-cement ratio exceed the design water-cement ratio. Concrete that is notwithin the specified slump limits at the time ofplacement shall not beused.

5. The concrete may be mixed at the site of the work, in a central-mixplant, or in truck mixers. The mixer shall be ofan approved type andcapacity. Mixing time shall be measured from the time all materials, arein the drum.

6. Plant capacity and delivery capacity shall be sufficient to insurecontinuous delivery at the required rate. The rate of delivery ofconcreteduring concreting operations shall provide for the proper handling,placing and finishing of the concrete.

7. When drum mixed at the site of the work or in a central mixingplant,the mixing time shall not be less than 60 seconds and a maximum offive (5) minutes with the total mixing revolutions not to exceed 60revolutions. Mixing time begins after all solid materials are in the drumand ends when the discharge chute opens. Transfer time in multipledrum mixers is included in mixing time. The contents of an individualmixer drum shall be removedbefore a succeedingbatch is emptiedtherein.

8. Ifnecessary to increase the mixingperiod in order to control theentrainment of the required amount ofair in air-entraining concrete, therequired mixing time will be set by the Engineer.

9. The mixer shallbe operated at a drum speed as shown on themanufacturer's nameplate on the approved mixer. Anyconcrete mixedless than the specified time shall be discarded and disposed ofby theContractor at his expense. The volume ofconcrete mixed per batchshall not exceed the mixer's nominal capacity in cubicfeet, as shownonthe manufacturer's standard rating plate on the mixer; except that an

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overload up to ten percent (10%) above the mixer's nominal capacityfor

other than truck mixers may be permitted provided concrete test data forstrength, segregation, and uniform consistency are satisfactory, andprovided no spillage of concrete takes place.

10. The batch shall be so charged into the drum that a portion of the mixingwater shall enter in advance ofthe cement and aggregates. The flow ofwater shall be uniform and all water shall be in the drum by the end ofthe first 15 seconds ofthe mixing period. The throat ofthe drum shallbe kept free of such accumulations as may restrict the free flow ofmaterials into the drum.

11. When a truck mixer is used for complete mixing, each batch ofconcreteshall be mixed for not less than 70 nor more than 100 revolutions of the

drum or blades at mixing speed. All rotation after mixing shall be atagitating speed. The total revolutions (mixing and agitating) shall notexceed 300 revolutions.

12. Unless the mixing unit is equipped with an accurate and dependabledevice which will indicate and control the number of revolutions at

mixing speed, the mixing shall be done at the proportioning plant andthe mixing unit shall be operated at agitating speed while traveling fromthe plant to the job site.

13. When a truck mixer or truck agitator is used in transporting concretethat has been completelymixed in a stationary central mixer, agitatingduring transportation shall be at the speed designated by themanufacturer of the equipment as agitating speed. The total revolutions(additional remixing and agitating) shall not exceed 200 revolutions.

14. When a truck mixer or agitator is used for transporting concrete, theconcrete shallbe delivered to the site of the work and dischargeshall becompleted within the maximum time allowed in this section after theaddition ofthe cement to the water. Each batch of concrete delivered at

the job site willbe accompanied by a time slip issued at the batchingplant, bearing the time ofcharging of the mixer drum with cement andaggregates, except that on paving projects and other high volume work,the Engineer may determine the haul time and thereafter make randomchecks, and tickets for every load will not be required.

15. When non-agitating equipment is used for transportation ofconcrete,approved covers shallbe provided for protection against the weatherwhen required by the Engineer.

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B. CONCRETING IN COLD WEATHER AND NIGHT CONCRETING

1. No concrete shall be mixed, placed, or finished when the natural light isinsufficient, unless an adequate and approved artificial lighting systemis operate.

2. Unless authorized by the Engineer, mixing and concreting operationsshall be discontinued when the descending ambient air temperaturereaches 40 degrees F., and not resumed until and ascending ambient airtemperature reaches 35 degrees F.

3. Whenconcreting is authorized during cold weather, the aggregates maybe heatedby eithersteam or dry heat prior to being placed in the mixer.The apparatus used shall heat the mass uniformly and shall be soarranged as to preclude the possible occurrence of overheated areaswhich might injurethe materials. Aggregates shallnot be heateddirectly by gas or oil flame or on sheetmetal over fire. Aggregates maybe used which are heated in bins, by steam-coil or water-coil heating, orby other methods not detrimental to the aggregates. The use of livesteam on or through binned aggregates will not be permitted. Unlessotherwiseauthorized, the temperatureofthe mixed concrete shall be notless than 50 degrees F. and not more than 90 degreesF. at the time ofplacing it in the forms. Underno circumstances shall concretingoperations continue whenthe ambient air temperature is less than 20degrees F.

4. If the ambient air temperature is 35 degrees F. or less at the time ofplacing concrete, the Engineer may require the water and/ortheaggregatesto be heated to not less than 70 degreesF. nor more than 150degrees F. No concrete shall be placed on frozen sub-grade nor shallfrozen aggregates be used in the concrete.

C. CONTROL TESTS FOR AIR-ENTRAINED CONCRETE

1. The tests for air content in air-entrained concrete will be made as thework progresses and the frequency will be that which is necessary tocontrol the air content uniformly throughout the concreting operations.

2. Samples of fresh concretefor the determination ofweightper cubic footand percent ofair shall be obtained from the site at whichthe concreteisplaced, directly fromthe mixer, or at other points as designated. Aircontent shall be determined in accordance with the specifications.

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Strength test specimens shall be cast in sets of three (3) at a rateprescribed by the Engineer. Specimens shall be made, stored, and testedin accordancewith the standard practice currently in use for making,storing, and testing strengthtest specimens of concrete. This shall beperformed in accordancewith the specifications.

6.0 CONCRETE ADMIXTURES FOR WATER REDUCTION AND SETRETARDATION

A. Water reducing admixtures, whichmayinclude set retarding, maybe requiredin all classes ofconcrete construction when the placing and finishing propertiesof the concrete are adversely affected by unfavorable weather or otherconditions. The use of the admixtures will be at the option of the Contractorwith approval ofthe Engineer. A listof approved admixtures canbe obtainedfrom the Bureau ofMaterials and Research of the KDOT. The Contractor shallselect the type of admixture from the approved list and the continued use willbe basedupon performance. It is the Contractor's responsibility to assurehimself that the admixture will work as intended without detrimental effects.

B. The Contractor shall be responsible for all labor and equipment necessary forthe proper mixing, measuring and dispensing of the admixture. No additionalcompensation willbe allowed for furnishing and incorporating the admixture inthe mix.

7.0 INSPECTION AND TESTING

A. Adequate and safefacilities for the Engineers testing, lab, stoves, etc., shall beprovided at the batchsite for the Engineer to inspect ingredients and processesused in the manufacture and deliveryof the concrete. The manufacturer shallafford the inspectorrepresenting the Engineer all reasonable facilities withoutcharge, for securing samples and conducting tests to determine whether theconcrete is being furnished in accordance with these specifications.

B. Approval ofany concreteplant will be granted onlywhen an inspection of theplant indicatesthat the equipment, the method of storing and handling ofmaterials, the production procedures, the transportation and rate ofdelivery ofconcrete from the plant to the point ofuse, meet the requirements set forthherein.

C. Permission to use concrete from any previously approved plant may berescinded at any time upon failure to comply with the requirements of thespecifications.

D. Tests shall be made at intervals designated by the Engineer to determine the

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acceptability ofthe concrete.

8.0 CERTIFIED CONCRETE

B A. When authorized by the Engineer, concrete may be used from approved plants" when the Engineers inspection forces are not available. Approval for this

operation will be based on certification ofthe plant and plant personnel9 according to KDOT standards and may be withdrawn any time that certification

procedures are not followed. Each load of certifiedconcrete shallbeI accompanied by a ticket listingmix proportions, time ofbatching and setting on

revolution counter, total mixing revolutions and shall be signed by certifiedplant personnel.

I9.0 CONSTRUCTION REQUIREMENTS

fl A. Construction and placing requirements will be in accordance with the bestcurrent industry practices and techniques.

B B. Before unloading at the site, the ready-mix concrete plant shall provide witheach load ofconcrete, a delivery ticket containing the following information:

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(1) Name and location of plant.(2) Time ofbatching concrete.(3) Mix proportions of concrete (or a mix designation approved by the

Engineer).(4) Number ofcubic yards ofconcrete batched.

C. The various items poured shall be cured the length of time stipulated in thespecifications.

D. Commercial grade concrete may be test sampled by molding sets of three (3)cylinders. This will be for informational purposes only. No slump or unitweight tests will be required.

10.0 METHOD OF MEASUREMENT

A. The quantities ofconcrete constituting all or a portion ofa completed pavementor structure shall be measured as provided in several sections involved.

11.0 BASIS OF PAYMENT

A. The quantities of concrete, measured as provided above, shall be paid for in

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square yards (S.Y.), said prices and payments shall be full compensation for allitems as enumerated in the concrete pavement section.

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