Wisconsin WisDOT Standard Specifications (within FDM) — Section 501

Effective with the December 2018 Letting 193 2019 Standard Spec ifications Section 501 Concrete

501.1Description

(1)This section describes proportioning, mixing, placing, and pro tecting concrete mixtures.

501.2Materials

501.2.1 Portland Cement

(1)Use cement conforming to ASTM specifications as follows:

- Type I portland cement; ASTM C150. - Type II portland cement; ASTM C150. - Type III portland cement; ASTM C150, for high early strength. - Type IP portland-pozzolan cement; ASTM C595, except maximum loss on ign ition is 2.0 percent and maximum pozzolan content is 30 percent. - Type IS portland blast-furnace slag cement; ASTM C595 , except maximum slag content is 30 percent. - Type IL portland-limestone cement; ASTM C595, except maximum nominal limestone content is 10 percent with no individual test result exceeding 12.0 percent. - Type IT ternary blended cement; ASTM C595, except maximum limestone content is 10 percent and maximum pozzolan and slag combined content is 30 percent.

(2)Store cement of diffe rent types, brands, and sources separately. Keep batches of concrete made from

different types, brands, and sources from becoming intermixed i n the work, unless the engineer approves otherwise.

(3)The engineer will reject cement that is partially set or that contains lumps.

(4)The engineer may reject cement i f, the temperature at the time of delivery to the mixer exceeds 165 F.

To avoid this, store it until i t cools to at least 165 F before incorporating into the batch. 501.2.1.1 Testing

(1)Test according to AASH TO standard methods.

(2)Determine fineness by the air permeability test method performed according to AASHTO T153.

(3)If testing for setting time, bas e results on the Gillmore test method according to AASHTO T154.

501.2.1.2 Certification

(1)Obtain cement from manufacturers whose products comply with th e department's certification method

of acceptance for cement, unless the engineer agrees to accept cement under alternate procedures allowed in the department's certification method.

(2)Provide a manufacturer's written certification for blended cem ents stating the source, quantity, and

composition of essential consti tuents and the composition of th e final cement provided under the contract. 501.2.2 Air-Entraining Admixtures

(1)If using an air-entraining admi xture, the contractor must submit evidence based on tests made in a

recognized laboratory to show t hat the material conforms to AAS HTO M154 for 7- and 28-day compressive and flexural strengths and resistance to freezing a nd thawing, except as specified in 501.2.2(2) . The engineer will not require tests for bleeding and setting time. Within 501, a recognized laboratory is any state departm ent of transportation, FHWA, or any cement and concrete laboratory regularly inspected by the Cement and Concrete Reference Labora tory. The department may test samples taken from a quantity t hat the contractor submits for u se on the project, or it may test samples the manufacturer submits and certifies as representative of the admixture it is supplying.

(2)Admixtures manufactured by neut ralizing vinsol resin with caus tic soda (sodium hydroxide) are an

exception to the requirements i n the above par agraph. If the co ntractor plans to use this admixture, then it must submit a certification of the admixture in the fol lowing form: "This is to certify that the produ ct (trade name) as manufactured and sold by the (company) is an aqueous solution of vinsol resin that has been neutralized with sodium hydroxide. The ratio of sodium hydroxide to vinsol resi n is one part of sodium hydroxid e to (number) parts of vinsol resin. The percentage of solids based on the residue dried at 221 F is (number). No other additive or chemical agent is present in this solution."

(3)If the contractor offers to use an admixture that is essentially the same, with only minor differences in

concentration, as another previo usly department-approved material, the department will require a certification stating it is essentially the same as the departm ent-approved admixture, and that it contains no other admixture or chemical agent.

Effective with the December 2018 Letting 194 2019 Standard Spec ifications (4) The department will not require a certification for admixtures on the department's APL.

(5)Either before, or at any time during construction the engineer may require further testing on the

admixture the contractor selects to determine its effect on the strength of the concrete. If tested, the 7- day compressive strength of the co ncrete sample made with enough of the admixture to produce the specified percent, +/- the specif ied tolerance percent, of entr ained air in the plastic concrete shall not be less than 88 percent of the concrete strength made with the same materials, cement content, and consistency but without the admixture.

(6)Calculate the percentage reduction in strength from the averag e strength of at lea st five standard 6-

inch by 12-inch cylinders of eac h type of concrete. Make and cu re these specimens in the laboratory according to AASHTO T126 and test according to AASHTO T22. Dete rmine the percentage of entrained air according to AASHTO T152.

(7)The department will reject admix tures failing to conform to th e above requirements.

501.2.3 Retarding, Water-Reducing, and Non-Chloride Accelerating Admixtures 501.2.3.1 General

(1)Do not use retarding or water-red ucing admixtures not on the d epartment's APL without the engineer's

approval.

(2)The engineer will base approval of retarding and water-reducin g admixtures on tests made in the

department's laboratory, or eval uation of results of tests made in a recognized laboratory as defined in 501.2.2(1) . The manufacturer shall furnish test result data. Provide to t he engineer a manufacturer's certification that the materials it is furnishing are essentially identical to those used in the performance testing.

(3)The department will maintain an APL for admixtures. The contractor m ay use admixtures included in

the department's APL, provided they produce the required properties in the concrete .

(4)Based on manufacturer-furnished data, the indicated relationsh ips between temperature of mix,

quantity of admixture, and time of initial set must satisfy the engineer.

(5)The contractor shall provide t he laboratory and the engineer w ith manufacturer's data required for

evaluations indicated above and for determining quantities of a dmixture for job conditions.

(6)Retarding and water-reducing admixtures, as specified in this section, may or may not increase the

quantity of air entrained in t he mix. If using admixtures in ai r-entrained concrete, ensure the concrete mix air content is within the r ange specified for air-entrained concrete under 501.3.2.4 . 501.2.3.2 Retarding Admixtures

(1)All admixtures used to retard co ncrete setting as specified fo r set retarder under 501.3.2.4.3 shall

conform to AASHTO M194, type D. 501.2.3.3 Water-Reducing Admixtures

(1)If using water-reducing admixtu res in concrete, conform to AAS HTO M194, type A or type D, except

that if adding a retarding admixture as specified for set retar der under 501.3.2.4.3 , do not use type A. 501.2.3.4 Non-Chloride A ccelerating Admixtures

(1)Conform to AASHTO M194, type C or type E.

501.2.4 Water 501.2.4.1 General

(1)Use water with cement in conc rete, mortar, neat cement paste, or wash, and in other cement mixing

operations conforming to 501.2.4. 501.2.4.2 Requirements

(1)The contractor may use drinkin g water from municipal water sup plies for cement, except the engineer

may test this water for complianc e with the requirements specif ied below.

(2)Water from other sources sha ll comply with the following:

Acidity, maximum of 0.1N NaOH to neutralize 200 mL of water ... ............................................................... . 2 mL Alkalinity, maximum of 0.1N HCL to neutralize 200 mL of water . ............................................................... 15 mL Maximum sulphate (S0 4) ............................................................. ..................................................... 0.05 percent Maximum chloride ............................................................................................................................. 0.10 percent Maximum total solids: Organic ....................................................... ............................................................... ....................... 0.04 percent Inorganic ..................................................... ............................................................... ....................... 0.15 percent

Effective with the December 2018 Letting 195 2019 Standard Spec ifications (3) Use water that is not brackish and is clean and free of injurious quantities of sugar, oil, or other deleterious substances.

(4)Use water that causes no indi cation of unsoundness, no significant change in the time of setting, and

varies no more than 10 percent in the strength of standard 1:3 mortar briquettes from strengths obtained with mixtures containi ng distilled water and the same cement and sand. 501.2.4.3 Sampling and Testing

(1)Submit samples that each cons ist of at least 2 quarts of water , obtained and shipped in clean plastic or

glass containers, carefully pac ked and labeled. The engineer wi ll supervise sampling. Test according to AASHTO T26. 501.2.4.4 Source

(1)Do not use water from shallow , muddy, or marshy sources. The c ontractor shall not use water from

suspected sources until the engineer tests an d approves it. If supply sources are relatively shallow, enclose the suction pipe intake to keep out silt, mud, grass, a nd other foreign materials. Position the suction pipe to provide at least 2 feet of water beneath the pi pe intake. 501.2.5 Aggregates 501.2.5.1 General

(1)Furnish material conforming to the individual component requir ements of 501.2.5.3 for fine aggregates

and 501.2.5.4 for coarse aggregates except as follows:

1.If testing for gradation duri ng concrete production, the de partment will accept m aterial based on the

combined properties as batched. The department will determine combined values and combined spec limits for both size and deleter ious substances mathematically. The department will use the actual batch percentages for component aggregates in this calculation.

2.If the contractor is using a QMP paving or structures mix f or other work on the pr oject, the department will

accept the aggregate for the affe cted mixes as specified in the applicable QMP provisions.

(2)The engineer may prohibit using aggregates from any source, pl ant, pit, quarry, or deposit if the

character of the material or method of operation makes it unlik ely to furnish aggregates conforming to specified requirements; or from deposits or formations known to produce unsound materials.

(3)Before use, furnish samples o f materials from previously untes ted sources and from previously tested

sources if the engineer requires.

(4)If procuring aggregates from p its or quarries, conform to 104.9 for final cleanup.

501.2.5.2 Definitions

(1)Use the definitions in 301.2 , 450.2.1 , and the following:

Fine aggregates Those aggregates that entirely pass the 3/8-inch sieve, almost entirely pass the No. 4 sieve and are predominantly retained on the No. 200 sieve. Coarse aggregates Those aggregates predominantly retained on the No. 4 sieve. 501.2.5.3 Fine Aggregates

(1)Fine aggregate consists of a combination of sand with fine gravel, crushed gravel, or crushed stone

consisting of hard, strong, durable particles. 501.2.5.3.1 Deleterious Substances

(1)Do not exceed the following percentages:

SUBSTANCE PERCENT BY WEIGHT Material passing the No. 200 s ieve ............................ ............................................................... .................... 3.5[1] Coal .......................................................... ....................................................................................................... 1.0 Clay lumps .................................................... ................................................................................................... 1.0 Shale ......................................................... ...................................................................................................... 1.0 Other local deleterious substances like alkali, mica, coated gr ains, soft and flaky particles ............................ 1.0 [1] Reduce to 2.3 percent if used in grade E concrete.

(2)The total percentage of coal, c lay lumps, shale, and other del eterious substances shall not exceed 3.0

percent by weight. There is no requirement to w ash fine aggrega te for concrete if produced otherwise to conform to all specified requi rements. When used, the fine a ggregate shall not contain any of the following: frozen material, and fo reign material like wood, hay , burlap, paper, or dirt.

Effective with the December 2018 Letting 196 2019 Standard Spec ifications 501.2.5.3.2 Organic Impurities

(1)Fine aggregate shall not contain harmful quantities of organic impurities. The engineer will reject

aggregates, subjected to the colori metric test for organic impu rities, producing a darker than standard color, unless they pass the mortar strength test. 501.2.5.3.3 Mortar Strength

(1)Fine aggregates, if tested for the effects of organic impurities on strength of mortar, using type I

portland cement, must p roduce a relative strength at 7 days, ca lculated according to section 8 of AASHTO T71, of not less than 95 percent. 501.2.5.3.4 Size Requirements

(1)Use well-graded fine aggregate conforming to the following gradation requirements:

SIEVE PERCENT PASSING BY WEIGHT No. 4 ......................................................... ............................................................... ................................ 90 - 100 No. 16 ........................................................ ............................................................... ................................. 45 - 85 No. 50 ........................................................ ............................................................... ................................... 5 - 30 No. 100 ....................................................... ............................................................... .................................. 0 - 10 501.2.5.4 Coarse Aggregates 501.2.5.4.1 General

(1)Provide coarse aggregates from a department-approved source as specified under 106.3.4.2 .

(2)Use clean, hard, durable gravel, crushed gravel, crushed stone, or crushed concrete free of an excess

of flat & elongated pieces, frozen lumps, vegetation, deleterio us substances, or adherent coatings considered injurious. Do not use coarse aggregates obtained fro m crushing concrete in concrete for bridges, culverts, or retaining walls. 501.2.5.4.2 Deleterious Substances Revise 501.2.5.4.2(1) to speci fy testing & limits on all lightweight materials including chert and correct inconsistencies.

(1)The quantity of deleterious sub stances shall not exceed the fo llowing percentages:

DELETERIOUS SUBSTANCE PERCENT BY WEIGHT Shale ......................................................... ...................................................................................................... 1.0 Coal .......................................................... ....................................................................................................... 1.0 Clay lumps .................................................... ................................................................................................... 0.3 Soft fragm ents ................................................ ................................................................................................. 5.0 Any combination of above ...................................... ............................................................... .......................... 5.0 Material passing the No. 200 s ieve ............................ ............................................................... ....................... 1.5 Lightweight pieces[2] for concrete not for prestr essed concrete members ............ ........................................ 5.0[3] Lightweight pieces[2] for concrete for prestres sed concrete members ................ ............................................. 2.0 [1] As modified in CMM 8-60. [2] Material having a saturated surf ace-dry bulk specific gravity of less than 2.45, tested according to AASHTO T113. Determine the percentage of lightweight pieces by dividing the weight of lightweight pieces in the sample retained on a 3/8-inch sieve by the weight of the total sample. [3] The engineer may accept aggregates exceeding this value if agg regates from the same deposit or from one of similar geological origin demons trated a satisfactory service r ecord, or tests the engineer select indicate no inferior behavior.

(2)If using 2 sizes of coarse a ggregates, the engineer will deter mine the percentages of harmful

substances based on one of the following: a sample consisting o f 50 percent of size No. 1, and 50 percent of size No. 2; or a sample consisting of the actual percent of size No. 1 and No. 2 used in the work.

(3)The engineer will not require the c ontractor to wash coarse ag gregate produced within specified

gradations, free of coatings con sidered injurious, and conforming to the above limits for harmful substances. 501.2.5.4.3 Physical Properties

(1)The percent wear shall not exceed 50, the we ighted soundness loss shall not exceed 12 percent, and

the weighted freeze-thaw average loss shall not exceed 18 perce nt.

Effective with the December 2018 Letting 197 2019 Standard Spec ifications (2) The department may prohibit using crushed stone from limestone /dolomite deposits having thinly bedded strata, or strata of a shal e nature; it may also prohibi t using aggregates from deposits or formations known to produce unsound material.

(3)If all coarse aggregates used ar e produced from the same depos it or source, ensure that testing for

wear, sodium sulfate soundness, and soundness by freezing and t hawing uses a composite sample. This sample will contain equal percentages of each component co arse aggregate used. If the component coarse aggregates are produced from more than one dep osit or source, ensure that testing for wear, sodium sulfa te soundness, and soundness by fr eezing and thawing uses one sample from each deposit or source. 501.2.5.4.4 Alkali Silica Reacti vity Testing and Mitigation Re quirements

(1)If using coarse aggregate froms ources containing significant amounts of fine-grained granitic rocks

including felsic-volcanics, fels ic-metavolcanics, rhyolite, dio rite, gneiss, or quartzite; test coarse aggregate according to ASTM C1260 for alkali silica reactivity. G ravel aggregates are exempt fro m this requirement.

(2)If ASTM C1260 tests indicate a 14-day expansion of 0.15 percent or greater, perform additional testing

according to ASTM C1567 . Test mortar bars made with coarse aggregate and the blend of cementitious materials proposed for concrete placed under the c ontract. The departm ent will reject the aggregate if ASTM C1567 tests confirm mortar bar expansion of 0.15 percent or greater at 14 days. 501.2.5.4.5 Size Requirements

(1)Use well graded coarse aggrega te conforming to the following g radation requirements:

PERCENT PASSING BY WEIGHT SIEVE SIZE NO. 1 SIZE NO. 2 AASHTO No. 67[1] AASHTO No. 4[1] 2-inch - 100 1 1/2-inch - 90-100 1-inch 100 20-55 3/4-inch 90-100 0-15 3/8-inch 20-55 0-5 No. 4 0-10 - No. 8 0-5 - [1] Size No. according to AASHTO M43.

(2)Furnish coarse aggregates in the separate sizes indicated, and store each size separately to prevent

mixture until proportioned into each batch. The engineer will a llow the contractor to combine 2 aggregate fractions to produce a gradation within the limits sp ecified for size No. 1 or size No. 2, provided they are proportioned separately by weight into the ba tch in proportions the engineer approves.

(3)Except as provided below, furnish coarse aggregate conforming to size No. 1 and size No. 2,

combined in the proportions specified for the pertinent grade o f concrete under 501.3.2.2 .

(4)The contractor may provide coarse aggregate consisting entirely of size No. 1 as follows:

1.If the engineer approves, for grade A, A2, A3, A-FA, A-S, A -S2, A-T, A-IS, A-IP, or A-IT concrete.

2.Except for concrete pavemen t repair and replacement and if substituting grade C for grade A or A2 air-

entrained high early strength concrete as specified in 710.4(6) .

3.For curb, curb and gutter, sidewalk and steps. 4. Except for concrete pavem ent repair and replacement, for grade E concrete.

5.For concrete in prestressed concrete members. 6. For concrete in foundations for soldier pile walls and nois e walls.

501.2.5.5 Sampling and Testing

(1)Sample and test aggregates fo r concrete according to the follo wing:

Sampling aggregates[1] .............................................................. ....................................................... AASHTO T2 Lightweight pieces in aggregate ............................... ............................................................... ..... AASHTO T113 Material finer than No. 200 sieve[1] .............................................................. ................................... AASHTO T11 Unit weight o f aggregat e ...................................... ............................................................... ............ AASHTO T19 Organic impurities in sands ................................... ............................................................... .......... AASHTO T21 Sieve analysis o f aggregates .................................. ............................................................... ......... AASHTO T27

Effective with the December 2018 Letting 198 2019 Standard Spec ifications Effect of organic impurit ies in fine aggregate ................ ............................................................... ... AASHTO T71 Los Angeles abrasion of coarse aggregate ...................... .............................................................. AASHTO T96 Alkali Silica Reactivi ty of Aggr egates ........................ ...................................................................... ASTM C1260 Alkali Silica Reactivity of Combinations of Cementitious Materials and Aggr egates ....................... ASTM C1567 Freeze-thaw soundness of coarse a ggregate ..................... .......................................................... AASH TO T103 Sodium sulfate soundness of coarse aggregates (R-4, 5 cycles) . ................................................ AASHT O T104 Specific gravity and absor ption of fine aggregate ............. .............................................................. AASHTO T84 Specific gravity and absor ption of coarse aggregate[1] .............................................................. ..... AASHTO T85 Flat & elongated pieces based on a 3:1 ratio[1] ............................................................................... ASTM D4791 Sampling fresh concrete ....................................... .......................................................................... AASHTO R60 Making and curing concrete compressive strength test specimens ................................................ AASHT O T23 Compressive strength of mol ded concrete cylinders ............. ......................................................... AASHT O T22 [1] As modified in CMM 8-60.

(2)Test for soft or non-durable parti cles conforming to departmen t laboratory methods . The engineer will

field evaluate or laboratory te st to determine aggregate acceptability relative to excessive clay lump quantities. 501.2.6 Fly Ash 501.2.6.1 General

(1)Fly ash is defined as a finely divided residue resulting from the combustion of coal in a base loaded

electric generating plant, trans ported from the boiler by flue gases, and later collected, generally by precipitators. Use fly ash in c oncrete manufactured by facilities and processes known to provide satisfactory material.

(2)Test fly ash using a recognized laboratory, as defined in 501.2.2(1) , starting at least 30 days before its

proposed use, and continuing at ASTM-required frequencies as th e work progresses. The manufacturer shall te st the chemical and physical properties li sted in tables 1 and 2 of ASTM C618 at the frequencies and by the te st methods prescribed in ASTM C311 .

(3)Use only one source of fly ash for a bid item of work under the contract, unless the engineer directs or

allows otherwise in writing.

(4)Prequalify any proposed fly as h source as follows: The contrac tor shall obtain a copy of the certified

report of tests or analysis made by a qualified independent lab oratory, recognized by the department under 501.2.2, showing full and complete compliance with the above specification from the fly ash manufacturer and furnish it to t he engineer. Provide this repor t to the engineer at least 14 calendar days before using the fly ash.

(5)The manufacturer shall retain te st records for at least 5 years after completing the work, and provide

these records upon request. 501.2.6.2 Class C Ash

(1)Conform to ASTM C618 class C except limit the loss on ignition to a maximum of 2 pe rcent.

501.2.6.3 Class F Ash

(2)Furnish a class F fly ash from a source listed on the departme nt's approved product list, and conform

to ASTM C618 class F except limit the loss on ignition to a maximum of 2 pe rcent. 501.2.7 Slag

(1)For grade A-S, A-T, A-S2, B-S, and C-S concrete, provide groun d granulated blast furnace slag

conforming to ASTM C989 , grade 100 or 120. 501.2.8 Pozzolans

(1)The contractor may use pozzolans as a direct replacement for f ly ash in concrete mixes. Conform to

the replacement limits specified under 501.3.2.2 for fly ash. Use only as a c omplete replacement for fly ash. Do not combine pozzolans or use pozzolans with fly ash in the same mix.

(2)Furnish pozzolans conforming to the physical, chemical, and pe rformance requirements specified for

Class C fly ash in ASTM C618 , except the definition of origin of the material does not apply. Obtain material from a manufacturer on the department's APL with an in-place quality management program that includes the following daily uniformity tests: - Specific gravity. - Percent retained on the No. 325 sieve. - Loss on ignition.

Effective with the December 2018 Letting 199 2019 Standard Spec ifications - Moisture content. - Activity index with cement. 501.2.9 Concrete Curing Materials.

(1)Furnish type 2, class A liquid curing compound conforming to ASTM C309 , except the department will

conduct water retention tests as follows:

1.The department will not sea l the edges of the specimen.

2.The department will apply the curing compound at one gallon per 200 square fee t of surface or at the

manufacturer's recommended rate whichever is greater.

(2)Furnish sheeting conforming to ASTM C171 for white opaque polyethyl ene film, except that the

contractor may use clear or black polyethylene for cold weather protection.

(3)Furnish burlap conforming to AASHTO M182, class 3 or 4. The co ntractor may use 2 layers of class 1

or class 2 instead of one layer of class 3 or class 4.

(4)Furnish polyethylene-coated burlap conforming to ASTM C171 for white burlap-polyethylene sheets.

501.3Construction

501.3.1 Concrete Grades 501.3.1.1 General

(1)Unless the contract specifies o therwise, and except as allowed for prestressed girders in 503.2.2, use

air-entrained concrete for all concrete in the work.

(2)The contractor may use high early strength concrete for bridge substructures and in other structures if

the contract requires, or at the contractor’s option, if the en gineer approves, but the contractor shall not use it for bridge superstructures.

(3)Prepare air-entrained concr ete with type I, IL, IS, IP, IT or II cement and sufficient air-entraining

admixture to produce concrete with the air content specified in 501.3.2.4 . Prepare air-entrained high early strength concrete as specified in 710.4 . 501.3.1.2 (Vacant) 501.3.1.3 Concrete Grades 501.3.1.3.1 General

(1)Unless the contract specifies o therwise, and except as specified for pre-stressed concrete members in

503 and for special high early stre ngth concrete pavement repair and replacement in 416.2.5 , provide the grade of concrete specified below in 501.3.1.3.2 or 501.3.1.3.3 . If the contractor selects and uses a specific grade of concrete for an item of work, then use that grade throughout the entire construction of the item, except as specified in 501.3.1.3.3, or as the engineer approves. 501.3.1.3.2 Special Restrictions

(1)If using coarse aggregate composed primarily of igneous or metamorphic materials, provide concrete

for concrete pavement, approach slabs, barrier, surface drains, driveways, alleys, sidewalks, curb, gutter, and curb & gutter as follows: Grade A, A-FA, A-S, and A-T: If using type II portland cemen t, or if using Type IL blended cement where the bas e portland cement m eets Type II chemical requirements. Grade A-IS, A-IP, and A-IT: If using type I/II blended portland cement. Grade A-S2: If placing by a slip-formed pr ocess and using type II portland cement. Grade C, C-FA, C-S, C -IS, C-IP, and C-IT: If using types I or III portland cement. 501.3.1.3.3 General Use

(1)If using concrete not covered in 501.3.1.3.2, use the grade of concrete as follows:

Grade A, A-FA, A-S, A-T, A-IS, A-IP, and A-IT: For concrete pavement, incidental construction, and concrete i n structures not designated as usi ng other grades. Also use these grades, as modified in 502.3.5.3, for concrete placed underwater. Grade A-FA, A-S, A-T, A-IS, A-IP, and A-IT: For concrete for structures if used in decks, parapets, medians, and sidewalks. Grade A2 and A-S2: For concrete pavement, curb, gu tter, curb & gutter, barrier, o r sidewalk if placing by a slip-formed process. Grade A3: For concrete pavement and incidental construction on low volum e State Trunk Highways and other roads under municipal or local jurisdiction in areas that a proven performance record exists for

Effective with the December 2018 Letting 200 2019 Standard Spec ifications similar mixes. Use only in locations and applications specifica lly delineated in the contract. Grade B, B-FA, B-S, B -IS, B-IP, and B-IT: For concrete base. Grade C, C-FA, C-S, C -IS, C-IP, and C-IT: For concrete pavement repair and replacement, and other uses i f required in the contract. Grade E: For overlays and repairs on d ecks of structures and approaches . 501.3.2 Concrete Composition 501.3.2.1 General

(1)Except as required for prestressed concrete members and for sp ecial high early strength concrete

pavement repair and replacement, or unless the contract specifies otherwise, use the values tabulated for the grades of concrete in 501.3.2.2 as the master limits of the job mix governing material proportions incorporated in the batch. The engineer will designate, within these limits, the exact proportional weights of fine and coarse aggregates, the maximum quantity of water to use, and the batch weights of the remaining mix ingredients.

(2)Incorporate into each batch the quantity of cement; admixture; slag, or fly ash if necessary; water; and

fine and coarse aggregates the engineer designates for the conc rete grade produced. 501.3.2.2 Concrete Proportions

(1)The following table specifies t he master limits of the job mix for the several grades of concrete, and

designates the quantities of materials and relative proportions for each grade of concrete. Use the proportions given in the table for high early strength concrete , as required or allowed if using high early strength cement.

(2)The quantities of aggregates spe cified in the tabulations are for oven-dry materials with a bulk specific

gravity of 2.65. For aggregates with a different specific gravi ty, adjust the weights in the ratio so that the specific gravity of the mate rial used relates to 2.65. The tabulated design water and maximum water quantities are for total free water in the mix and do not include water absorbed in the aggregate.

Effective with the December 2018 Letting 201 2019 Standard Spec ifications QUANTITIES FOR A NOMINAL CUBIC YARD[1] CONCRETE CLASS C WEIGHT PERCENT DESIGN MAXIMUM GRADE CEMENT[4][5][6] FLY ASH SLAG[7] TOTAL AGG FINE AGG[8] WATER WATER [2][3] (lb) (lb) (lb) (lb) (% total agg) (gals) (gals) A 565 - - 3120 30-40 27 32 A2 530 - - 3190 " 25 30 A3 517 - - 3210 " 25 30 A - F A[9][10] 395 170 - 3080 " 27 32 A - S[9][10] 395 - 170 3100 " 27 32 A - S 2[10] 285 - 285 3090 " 27 32 A-T[9][11] 395 Total fly ash and slag of 170[11] 3090 “ 27 32 A - I P[9] 565 - - 3100 " 27 32 A - I S[9] 565 - - 3090 " 27 32 A - I T[9] 565 - - 3100 " 27 32 B 400 - - 3300 " 25 31 B - F A[10] 280 120 - 3270 " 25 31 B - S[10] 280 - 120 3280 " 25 31 B-IP 400 - - 3280 " 25 31 B-IS 400 - - 3280 " 25 31 B-IT 400 - - 3280 " 25 31 C 660 - - 2980 " 30 36 C-FA 560 100 - 2960 " 30 36 C-S 560 - 100 2970 " 30 36 C-IP 660 - - 2970 " 30 36 C-IS 660 - - 2950 " 30 36 C-IT 660 - - 2970 " 30 36 E 823 - - 2810 50 32 35 [1] A nominal cubic yard has the t abulated weights of cement and a ggregate, design mix wa ter, and 6.0% air. [2] For all grades, use a water-re ducing admixture conforming to 501.2.3.3 and 501.3.2.4.4. [3] For all grades, provide air en trainment as specified in 501.3.2.4.2. [4] For grades A-IP, B-IP, and C-IP, use only type IP cement. [5] For grades A-IS, B-IS, and C-IS, use only type IS cement. [6] For grades A-IT, B-IT, and C-IT, use only type IT cement. [7] For grade C-S concrete, use only grade 120 slag. [8] If using crushed stone or crus hed concrete coarse aggregate, t he engineer may allow up to 45% fine aggregate. [9] For bridge substructures, the c ontractor may use a non-chlorid e accelerating admixture conforming to 501.2.3.4 . [10] If using less than the tabulated maximum quantities of fly ash or slag, calculate the cement content by reducing the base cement conten t for the grade A or B mix by th e weight of fly as h or slag added. [11] For ternary mixes c ontaining cement, fly ash, and slag, if usi ng less than the tabulated maximum combined quantity of fly ash and slag, cal culate the cement content by reducing the base cemen t content for the grade A mix by the combined weight o f fly ash and slag added.

(3)The total coarse aggregate quantity equals the difference betw een the total aggregate and the fine

aggregate. Proportion this total quantity between the 2 sizes a s necessary to secure suitable workability and ensure that it is within the range of 35-65 per cent of size No. 1, with size No. 2 comprising the remainder, except if only one size is allowed as specified for size requirements in 501.2.5.4.5 . 501.3.2.3 Job Mix

(1)From the master limits of the job mix, adjusted as necessary f or the specific gravities of the aggregate

furnished, the engineer will determi ne the job mix, using the l owest quantity or percentage of fine aggregate within the range shown that, without exceeding the ma ximum quantity of water allowed, yields a mix of the nec essary workability.

(2)The difference between the quantity of fine aggregate determined above and the total quantity of

aggregate equals the coarse aggregate proportioned between the 2 sizes within the limits set, except

Effective with the December 2018 Letting 202 2019 Standard Spec ifications if only one size is required. If the character of the proposed aggregates prohibits producing a workable mix within the maximum fine aggregate and water limits, then reduce the total quantity of aggregates sufficiently and re-proportion the mix to produce a workable mi x without exceeding the maximum water allowed. The quantity of water a llowed includes the free moisture in the aggregates, minus the absorbed moisture determined ac cording to AASHTO T84 and T85. U se just the quantity of water needed, without exceeding the maximum that in the engineer’s judgment produces a mixture of the consistency, plasticity, and workability required for the work. The engineer w ill designate, as the work progresses, the quantity of water to use for each batch and will either make or direct adjustments. The engineer will determine the stockp ile moisture of the aggregates, or the absorption of moisture by aggregate during mixing and handli ng throughout construction as job conditions warrant; and the engineer will make any corrections in aggregate weights for moisture as necessary. Within the designated limits, the contractor may vary relative proportions of fine and coarse aggregate from the initial determination, as the c haracteristics of the aggregate necessitate, maintaining workability.

(3)These requirements do not guarantee yield.

501.3.2.4 Concrete Admixtures 501.3.2.4.1 General

(1)Dispense admixtures in liquid form only. Incorporate non-liqui d admixtures in an aqueous solution

according to the manufacturer's instructions before dispensing. Maintain admixtures at uniform concentration. The contractor is responsible for the uniform op eration of the admixture and for its compatibility with other mix c omponents and any other admixture used. 501.3.2.4.2 Air Entrainment

(1)Use an admixture conforming to 501.2.2 with non-air-e ntrained cement to pr oduce air-entrained

concrete. Ensure that concrete a ir content conforms to the foll owing: - Grade E concrete contains 6.0 percent air, +/- 1.0 percent. - Slip-formed concrete contains 7 .0 percent air, +/- 1.5 percent. - Other concrete contains 6.0 percent air, +/- 1.5 percent.

(2)Test fresh concrete according to AASHTO T152 at the contract-r equired frequency and as the

engineer directs. Test concrete placed by pumping or belting at the point of discharge from the pump line or belt.

(3)The engineer may verify air content using a method that measures air volume directly. The contractor

may request a check test performed according to AASHTO T152 to validate the engineer's method. 501.3.2.4.3 Set Retarder 501.3.2.4.3.1 General

(1)Use admixtures to retard c oncrete setting conforming to 501.2.3 .

501.3.2.4.3.2 Bridge Superstructures

(1)If required, add a retardin g admixture conforming to 501.2.3 to the concrete mix used for the

superstructures of cast in place reinforced concrete slab, conc rete floor slabs, sidewalks, and parapets of other types of structures, inc luding the top slab of concret e for box girder bridges according to the following:

(2)Add the department-app roved retarding admixture, to the concrete mix, as the engineer directs, if the

air temperature when placing the concrete is 70 F or above; or if it is 50 F or above and it is expected to take 4 or more hours to place the concrete in any one span or pour. Add the retarding admixture in the proportions the manufacturer recommends for the anticipated temperature. 501.3.2.4.3.3 Extended Delivery Time

(1)If the contractor ele cts to use a retarder to extend delivery time for ready-mixed concrete, as specified

for delivery in 501.3.5.2 , add it to the concrete mix if the concrete temperature when p lacing the concrete is 60 F or above.

(2)Add the retarding admixture acc ording to the manufacturer’s in structions to obtain at least a one-hour

delay in the initial set, as de fined in AASHTO T197, at the tem perature during placement. 501.3.2.4.4 Water Reducer

(1)Add a water-reducing admixture conforming to 501.2.3 . Determine the specific type and dosage based

on the atmospheric conditions, the desired properties of the fi nished concrete, and the manufacturer's recommended dosage. The actual dosage shall at least equal the manufacturer's recommended dosage. Both the type and dosage us ed require the engineer's ap proval before use.

Effective with the December 2018 Letting 203 2019 Standard Spec ifications 501.3.3 Handling Materials 501.3.3.1 Aggregates

(1)Keep materials required to manuf acture concrete clean and free from contamination. The department

will not accept aggregates mixed with foreign matter. Keep the fine aggregate and the coarse aggregates separate until measuring and placing in the batch. I f mixing or storing aggregates from different supply sources in t he same pile, the engineer will re ject the entire pile. The engineer may approve use of aggregates from di fferent sources alternately in the same class of construction or mix; this permission is contingen t on amending the job mix and batch weights as necessary to protect the concrete quality produced.

(2)If using a composite material fr om 2 or more sources for any a ggregate for a job mix, proportion

material from the respective sou rces separately into the batch by weight in the proportions the engineer approves.

(3)Store aggregates in stockpiles. The aggregates shall not go di rectly from the wa shing plant to the

proportioning bins. After washing, drain fine aggregate in stoc kpiles for at least 12 hours before weighing for the batch, unless t he engineer reduces this waitin g period. After washing and before placing in the proport ioning plant, allow c oarse aggregates to drain for periods that ensure reasonable uniformity in the moisture content.

(4)Choose reasonably smooth, firm, and well-drained sites for aggregate stockpiles cleared of vegetable

matter and foreign material that might contaminate the aggregates. If necessary, build adequate bulkheads or partitions for keeping the fine and the several si zes of coarse aggre gates separated. If the aggregates become interm ixed, then do not use them.

(5)Construct coarse aggregate stock piles in a way that minimizes segregation of the coarse and fine

fractions.

(6)Exercise care in removing aggr egates near the bottom of stockp iles, to avoid incorporating foreign

materials, and use of material re moved from near the bottom of drainage stockpiles at production plants and batching plants is pro hibited unless tests indicate the material is satisfactory. 501.3.3.2 Cement

(1)Handle bulk cement in a way that precludes contamination and a voids loss.

(2)If using packaged cement, deposit it directly from the containers, as shipped, into the mixer when

placing the aggregates into the mixer, or dump it directly on t he batch aggregates just before placing the batch aggregates into the mixer, except as required otherwise to conform to 415.3.13 and 502.3.9.2 for mixing concrete under cold weather conditions. Take care to place the container’s full contents into the batch. 501.3.3.3 Fly Ash or Slag

(1)Use separate facilities equal to those used for cement for han dling, storing, tr ansporting, and

conveying the fly ash or slag. 501.3.4 Proportioning 501.3.4.1 Aggregates

(1)Measure the specified quanti ties of each size of fine and coarse aggregates by weight into each batch,

except as specified for volumetric plant and mixer in 501.3.6.4 . 501.3.4.2 Cement

(1)Measure the specified quantity of cement accurately into each batch.

(2)The contractor may proportion cement in sacks by volume if the operations allow the engineer to

accurately determine the quantity of cement proportioned into each batch. Do not use batches requiring a fractional part of a sack of cement, unless the con tractor elects to weigh the fractional part required for each batch.

(3)Proportion cement in bulk by w eight, except as specified for v olumetric plant and mixer in 501.3.6.4 .

501.3.4.3 Water

(1)Measure water by volume or by weight. Use water-measuring equi pment capable of accurately

measuring to within one perc ent of the quantity required for ea ch batch. Ensure that the measurement accuracy is uniform under all construction conditions and that variations in pressure in the water supply line do not affect it.

(2)Use water-measuring equipment w ith preset controls that enable the operator to automatically cut off

the flow after discharging the required quantity of water. Use equipment that has an accurately

Effective with the December 2018 Letting 204 2019 Standard Spec ifications calibrated and easily read indicator showing the quantity of wa ter used in each batch. Arrange this measuring equipment to facilitate checking the ca libration accuracy. 501.3.4.4 Admixtures 501.3.4.4.1 General

(1)The contractor may proportion adm ixtures by volume or by weigh t. Follow a department-approved

procedure for adding the specified quantity of each admixture. Add admixtures during initial batching of the concrete except as specified in 501.3.4.4.2.

(2)If using more than one admixture , add each admixture in a way that prevents intermixing the

admixtures before incorporating into the mixture. The contracto r may introduce the admixture into the water line, directly into the mixer when adding the water, or u niformly dispense it into the fine aggregate just before incorporating into the mix. 501.3.4.4.2 Adding Air-Entraini ng Admixtures in the Field

(1)The department will allow re-tem pering with air-entraining adm ixtures at the work site for concrete

delivered in truck mixers.

(2)If additional air-entraining ad mixture is needed at the works ite to raise the air content of the concrete

above the lower spec limit, measur e it in a calibrated containe r and then add to the mixer in a dilute solution with water. Mix the conc rete at mixing speed for at le ast 30 revolutions before discharge. 501.3.4.5 Weighing Equipm ent for Aggregates 501.3.4.5.1 General

(1)The contractor may use manual, automatic, or semi-automatic ba tching plants for weighing fine and

coarse aggregates.

(2)Ensure each plant has bins for holding each aggregate weighed, and batchers, and scales for

weighing the aggregates, and confor ms to the requirements speci fied below.

(3)The contractor may use batchin g plants that are a complete unit with bins, batchers, and scales

mounted on a rigid framework for direct discharge of the aggregate from the bin to the batcher; or plants with the bins mountedse parately from the batchers and p rovided with appropriate means for conveying the aggregate from the bin to the batcher. Ensure the framework supporting bins and batchers is rigidly constru cted and mounted on firm foundations .

(4)After erection, test each batching plant before use. Fully loa d aggregate bins, batchers, and scales

with aggregate for not less than 5 hours before testing, in order to allow for settlement and adjustment under working conditions.

(5)Provide each batching plant wit h at least 10 standard 50 pound weights accurate to within 0.1 percent.

(6)When the engineer is observing the testing, furnish any access ories and assistance required to test

the weighing and metering equipm ent. If difficulties occur in c alibrating and testing the weighing or metering equipment, or if discrepancies occur during use, the e ngineer may require an authorized testing firm or agency test the scales or meters. If testing we ighing equipment, ensure the material bins are fully loaded at the time.

(7)The contractor may batch aggregates, both fine and coarse, in separate or accumulative weigh

batchers. 501.3.4.5.2 Scales

(1)Use either the beam, digital, or springless dial-type scaless uitable for supporting the batcher and of a

simple rugged design with a minimum number of adjustments, cons istent with the accuracy required. Use scales designed and constructed to prevent displacement of scale parts and that provide a means for readily checking the proper position and alignment of scale levers. Ensure pivots are constructed of material that satisfactorily res ists wear under repeated weighi ng and are set accurately in substantial mountings to ensure a permanents pacing of the kn ife edges unde r all loading and use conditions.

(2)If provided beam scales, they m ust have a separate beam, or se parate beam and fractional beam for

each aggregate weighed. Provide ea ch beam with a sliding poise and locking device to firmly hold it in position. Provide a means to display to the scale operator that the required load weight is approaching, for example, a spri ngless dial indicator or tare b eam. If using a graduated dial, provide it with a separate movable pointer or marker for each aggregate we ighed. Set these pointers or markers to indicate the load of each aggr egate as required. Provide a moisture resistant dial face.

(3)If using digital scales, c onform to NIST handbook 44.

(4)Design, build, and maintain the scales to an accuracy within 0 .4 percent of the net load in the hopper.

Arrange the scales or indicating devices so the operator can ma intain full view of them.

Effective with the December 2018 Letting 205 2019 Standard Spec ifications (5) Use graduated dials, beams, or other indicators to allow readings or settings made to within 0.1 percent of the capacity of the scale.

(6)Ensure accessibility to the scale working parts for inspection and cleaning, and protect working parts

against contamination. Provide full and complete instructions f or setting up and adjusting the scale. 501.3.4.5.3 Manually Operated Batching Plants

(1)Bins shall have: suitable size a nd shape, no leakage, compartm ents or separate bins for each size of

aggregate, rigid framework tha t, if mounted on a suitable found ation, holds them in the correct position.

(2)Multiple compartment bins sha ll have partitions that extend ab ove the top of the bins to prevent

intermixing of the separate sizes of aggregates if heaped above the top of the bins.

(3)Weigh batchers shall: have su itable size and shape, not leak, rest entirely upon the scales, and hang

free. Provide clearance between the batcher top and bin dischar ge gates, or charging facilities, to house a full batch without hand raking, and sufficient clearanc e to remove any overload of aggregate. Provide a means to tightly close the batcher discharge gate during the batching interval. Ensure the design, construction, and oper ation of the batcher and its appu rtenances does not retain varying tare materials on any of its parts, and completely and quickly discharges without shaking or jarring the scales. 501.3.4.5.4 Automatic and Semi -Automatic Batching Plants

(1)Use automatic and semi-automatic plants with bins, batchers, and scales conforming to the

requirements specified above for manually operated batchers.

(2)Provide a means to protect the device for setting the batch we ights against tampering by unauthorized

personnel.

(3)Provide an audible signal device activated by the discharge of any batch whose weight is outside the

specified tolerance. Ensure a loud enough signal to hear throug hout the plant area under normal operating conditions.

(4)Provide automatic and semi-autom atic batching plants with a de vice to indicate any underweight or

overweight material.

(5)Provide automatic batching equipment with batching devices that if activated by a single starting

mechanism, automatically batches or measures any given material , and automatically stops the flow of material after attaining the desired quantity, within the allowable tolerance.

(6)Use an interlocking batcher charging mechanism on automatic pl ants that guards against opening until

the batcher entirely discharges and the scale balances within +/- 0.3 percent of the scale capacity, and against opening if the batcher disch arge gate is open. Also, it should interlock to ensure against opening if the batcher charging mechanism is open, and against opening if the batch is either over or underweight by more than 1.5 percent of the specified batch weight in individual batchers or 1.5 percent of the specified interm ediate and final accumulative batch weight in accumulative batchers.

(7)Provide semi-automatic batching equipment with suitable batching devices that open or start

separately, if actuated by individual starting mechanisms, to allow weighing or measuring the material, and close or stop automatically a fter attaining the desired qua ntity, within the allowable tolerance.

(8)Use an interlocking batcher di scharge mechanism for semi-autom atic plants to ensure against opening

if the batch is either over or underweight by more than 1.5 per cent of the specified batch weight in individual batchers, or 1.5 percent of the specified intermedia te and final accumulative batch weights in accumulative batchers.

(9)Ensure that the batcher discharge mechanisms of automatic or s emi-automatic plants interlock against

opening until aggregate batchers and the cement batcher are charged with the correct weights.

(10)Equip the batching system with automatic controls to stop the cycle in the underweight check position

and the overweight check positio n for each material to allow to lerance limit checking.

(11)The contractor may use a batching system consisting of a combi nation of automatic and semi-

automatic batchers provided it fu rnishes the appr opriate contro ls and interlocks.

(12)If the control system of automatic or semi-autom atic batching plants breaks down, the contractor may

manually operate plants for up to 72 hours while making repairs . 501.3.4.6 Weighing Equipment for Cement, Fly Ash, and Slag

(1)The contractor may use manual, automatic, or semi-automatic ba tchers for batching cement. If using a

combination of bin, batcher, and scales to proportion cement in bulk, conform to 501.3.4.5 for batching plants, with the following additions and exceptions:

Effective with the December 2018 Letting 206 2019 Standard Spec ifications (2) Use a separate batcher and scales.

(3)If using a beam scale, provide a tare beam and a weigh beam or beams capable of being lifted out of

weighing position to allow checking the batcher’s tare weight to determine if it discharges all the cement into the batch, unless t here are other positive means to determine if complete discharge took place.

(4)Mechanically operate the batche r discharge gate in a way that does not affect the scale balance.

(5)Ensure that the batcher charging mechanism of automatic batche rs interlock against opening until the

batcher entirely discharges and t he scale balances within +/- 0.3 percent of scale capacity, and against opening if the batcher disch arge gate is open. Also, it should interlock against opening if the batcher charging me chanism is open; and against opening if the batch is either over or underweight by more than one percent of the specified batch weight.

(6)If using semi-automatic batchers, ensure the batcher discharge mechanism interlocks against opening

if the batch is either over or underweight by more than one per cent of the specified batch weight.

(7)Ensure that the batcher discharge mechanisms of automatic or s emi-automatic plants interlock against

opening until charging the cement batcher and aggregate batchers with the correct weight.

(8)The contractor may weigh and bat ch fly ash or slag along with the cement, but if this occurs, weigh the

cement into the batcher first, and then add the fly ash or slag to the top of the batch of cement to the appropriate accumulative weight.

(9)For separate scales, bins, and hoppers used to batch fly ash o r slag conform to the requirements

specified above for cement-weighing equipment. 501.3.4.7 Dispensing Equipment for Admixtures

(1)Use accurate, volumetric, mech anical measuring dispensers, cap able of presetting to deliver a

specified quantity of admixture , or engineer-approved scales. Furnish a separate volumetric dispenser or scale for each admixture. Use a dispensing system with a dev ice that either detects and indicates the presence or absence of flow of the admixture, or provides a convenient way to visually observing the admixture during batching or discharging. Ensure that the d ispenser piping is free from leaks and properly valved to prevent back flow or siphoning.

(2)Interlock admixture-dispensing systems used in conjunction wit h semi-automatic plants, automatic

plants, or on-site mixers of 21 cubic feet or more with the bat ching operations. Ensure that the system is capable of dispensing the adm ixture within +/- 3.0 percent o f the required volume or weight of admixture, or the minimum dosage rate per 100 pounds of cement, whichever is greater. 501.3.5 Ready-Mixed Concrete 501.3.5.1 General

(1)The contractor may use ready-m ixed concrete instead of site-mi xed concrete, except for grade E

concrete. Do not use ready-mixed co ncrete to produce grade E co ncrete.

(2)Interpret ready-mixed concrete to include central-mixed, trans it-mixed, and shrink-mixed concrete,

defined as follows: Central-mixed concrete Concrete completely mixed in a stationary mixer and transporte d to the point of delivery with or wi thout mechanical agitation in t he transporting vehicle. Transit-mixed concrete Concrete completely mixed in a truck mixer. Shrink-mixed concrete Concrete mixed partially in a stationary mixer with the mixing completed in a truck mixer. 501.3.5.2 Delivery

(1)Deliver ready-mixed concrete at a rate that ensures reasonably continuous progress in the placing and

finishing operations. If the time intervals between successive loads or batches causes a partial drying of previously placed concrete provide additional equipment of t he kind necessary to preclude these delays. Failing in this, discont inue use of ready-mixed concrete and use site-mixed concrete.

(2)Provide sufficient facilities for the production and delivery of ready-mixed concrete for concrete

pavement to ensure placement at a uniform rate of not less than 80 cubic yards per hour, unless performing single-lane construction.

(3)Deliver and completely dischar ge the concrete within the follo wing limits, beginning when adding water

to the cement, or when addi ng cement to the aggregates. Delivered in Agitating Vehicles: - 60 minutes if the concrete temper ature is 60 F or higher at pla cement, and the contractor does not use a department-approved retarder.

Effective with the December 2018 Letting 207 2019 Standard Spec ifications - 90 minutes if the concrete temperature is less than 60 F at pla cement. - 90 minutes if the concrete temper ature is 60 F or higher at pla cement, and the c ontractor uses a department-approved retarder. Delivered in Non-Agitating Vehicles: - 30 minutes if the concrete temper ature is 85 F or higher at pla cement, and the contractor does not use a department-approved retarder. - 45 minutes if the concrete temper ature is 60 to less than 85 F at placement, and t he contractor does not use a department-approved retarder. - 60 minutes if the concrete temperature is less than 60 F at pla cement. - 60 minutes if the concrete temper ature is 60 F or higher at pla cement, and the c ontractor uses a department-approved retarder.

(4)The engineer or inspector may reduce these times under conditi ons contributing to quick stiffening of

the mix, or during cold weather when loss of heat occurs to the extent that the concrete temperature is not correct at placement.

(5)Except during the mixing revolutions, operate the drum or agitator of the vehicle at agitating speed

until discharging the mix. Ensure the concrete’s uniform compos ition, required consistency, and required air content at time of delivery.

(6)The contractor may deliver cent ral-mixed concrete to the work site by equipment with non-agitating

body types. These body types are smooth, mortar-tight, metal co ntainers capable of discharging the concrete at a satisfactorily cont rolled rate. Do not use alumin um bodies. Provide w atertight covers for protection against the weather if necessary. The concrete in these vehicles should show no appreciable water gain at the surface. The concrete should freely and readily discharge from the vehicle, be free of excessive segregation of the fine and coars e aggregates, and hav e an air content within the required range at the point of discharge. Slump tests made during discharge should not differ by more than 2 inches. Rem ove foreign material and accum ulated concrete before batching concrete into those vehicles. 501.3.5.3 Mixers and Mixing

(1)The contractor may use stationary mixers, or truck mixers of the revolving drum type or, with the

engineer’s written approval, ot her types specifically designed for mixing. For agitators, use truck mixers or truck agitators. The m anufacturer shall attach in a p rominent place, to each stationary mixer, truck mixer, or truck agitator a metal plate plainly marked wit h the various uses of the equipment, the drum or container capacity in volume of mixed concrete, and the rotation speed of the mixing drum or blades.

(2)If using a stationary mixer to mix concrete, mix at least one minute, provided that plant operating

procedures are reasonably stab ilized and controlled, and that i t achieves visible blending of materials during charging to the engineer’s satisfaction. If this mix tim e does not achieve proper stabilization, control, and blending, the engineer may increase the mixing time to 75 seconds.

(3)Exceptions to the minimum mixing time for stationary mixers sp ecified above are contained in an

approved list, the department’s bureau of technical services maintains, of reduced minimum mixing times for specific m akes and models of s tationary mixers. If th ese department-approved reduced minimum mixing times do not produce satisfactory stabilization, control, and blending the engineer may increase the mixing time as needed.

(4)Blending implies a uniform vol ume of flow of all batch ingredi ents throughout the charging time

interval, except for the brief int roduction of water and coarse aggregate. Charge the batch into the mixer so that:

1.Some water enters shortly before the solid material, and al l water is in the drum by the time mixing begins.

2.Introduce admixtures unifo rmly throughout the charging time interval.

3.Introduce some coarse aggregat e before other solid materials.

4.For the remaining solid ma terial charging time, introduce t he large and small si zes of the coarse

aggregate, sand, and ce ment in an acceptably uniform rate of fl ow, as determined by visual inspection.

5.Start mixing time after all solid materials are in the mixer.

(5)The maximum mixing time for stationary mixers shall not exceed the minimum specified above, by

more than 60 seconds.

(6)Consider transfer ti me in multiple drum mixers as part of the mixing time.

(7)For stationary mixers, compute the total mixed concrete volume based on nominal cubic yard of

concrete as specified in 501.3.2.2 and this volume shall not exc eed the manufacturer's rated

Effective with the December 2018 Letting 208 2019 Standard Spec ifications maximum mixing capacity, for t he type and volume of mixer used, in the concrete plant mixer standards of the Concrete Plant Manufacturer's Bureau.

(8)Equip stationary mixers with a timing device that automaticall y locks the discharge mechanism during

the full mixing time and releases it at the end of the mixing p eriod.

(9)If mixing concrete in a truck mi xer, mix each batch for 70 or more revolutions at the manufacturer-

designated mixing speed. Do not e xceed 300 total revolutions per batch, the sum of the revolutions at mixing and agitating speeds. Begin mixer revolutions only after all materials, including mixing water are in the mixer.

(10)Add the mixing water at the bat ching plant, but if obtaining t he specified slump requires more water,

add it in the field with the engineer’s permission. Do not exceed the maximum water specified in 501.3.2.2 . Calculate the maximum water as the sum of free water added wi th the aggregates and all added mixing water. If adding more w ater at the work site, perform an additional 20 revolutions of the truck mixer at mixing speed bef ore discharging any concrete. Th e process of adding more water and additional mixing must happen within 45 minutes of introducing the mixing water to the cement or the cement to the aggregates. The enginee r may extend the time limi t for adding water and additional mixing to 75 minutes for those grades of concrete mixed under t he conditions described in 501.3.5.2 whose delivery time limit is 1 1/2 hours. If additional mixing revolutions are necessary because of added water at the site, the tota l revolutions at mixing and ag itating speeds shall not exceed 300.

(11)If using a truck mixer or agita tor to transport concrete completely mixed in a stationary mixer, rotate

the drum or agitator at the agitating speed during transportati on and until discharge.

(12)Equip truck mixers with an engi neer-approved revolution counte r. Unless equipped to control and

count revolutions at mixing speed, perform mixing at the batchi ng plant or job site with the mixer operated at agitating speed while in transit.

(13)For truck mixers operating from plants erected to supply concr ete to highway projects, if the delivery

time is short enough that the truc k cannot exceed the maximum n umber of revolutions at mixing speed in transit, then mixer may operat e at mixing speed in transit.

(14)If using a stationary mixer for partial mixing of the concrete , the contractor may reduce the mixing time

in the stationary mixer to the minimum required to blend the in gredients, about 30 seconds.

(15)If using a truck mixer to fini sh the partial mixing done in a stationary mixer, mix each batch for 50 or

more revolutions at the manufactu rer-recommended speed. No batc h shall exceed 300 total revolutions, the total revolutions at mixing and agitating spee ds.

(16)For truck mixers, compute the total concrete volume mixed per batch based on the nominal cubic yard

of concrete as specified in 501.3.2.2 and shall not exceed the manufactu rer's rated capacity, or the following percentages of the drum’s gross volume: - For complete mixing, 63 percent. - For partial mixing, initial (shrink) mixing done in stationar y mixer, 70 percent.

(17)The engineer may obtain represen tative samples from approximately the 1/6 and 5/6 discharge points

of the concrete load of any truc k mixer or truck agitator. If the slump of the 2 samples differs by more than one inch, or the entrained ai r content in them differs by more than one perc ent, correct the condition before using the load.

(18)For central-mixed or shrink-mi xed concrete, if using more than one batch to make up a load, properly

proportion each batch using all the ingredients, including admi xtures, fly ash, or slag.

(19)The contractor shall not incorporate water used to clean mixin g equipment and accessories into the

mix.

(20)Replace the pick-up and throw-over blades o f truck mixers or a gitators if any part or section is worn

one inch or more below the their original height. Provide a copy of the manufacturer's design, showing dimensions and blade arrangement, upon the engineer’s request. 501.3.5.4 Inspection

(1)Notify the engineer at least 24 hours before the contractor requires delivery of ready-mixed concrete,

so the engineer can make the ne cessary arrangements to inspect and calibrate equipment at the plant.

(2)With each load of ready-mixed co ncrete, provide a computer-pri nted batch ticket which includes load

and truck identification, the actual batch weights of all mater ials in that load, the mixing time for central plant-mixed concrete or the st art of the batch life as specifie d in 501.3.5.2(3) for transit-mixed concrete, and other pertinent data. Give batch tickets to the inspector upon arrival at the work site. The department will only accept loads that arrive in satisfactory c ondition and have a batch ticket. The

Effective with the December 2018 Letting 209 2019 Standard Spec ifications engineer will only accept hand wri tten batch tickets in remote locations where no computerized plant is available within deliverable distance of the work site.

(3)Instead of requiring a batch ticket for each load, the enginee r may accept central-mixed concrete used

in pavement and associated bid items based on daily production records from a computer-controlled plant erected specifically for wo rk under the contract. Submit a complete load-by-load written record that ties the truck IDs to the bat ch quantities and batch times for each day's production to the engineer at the end of each day's producti on. During concrete production , operate under a plan acceptable to the engineer that ties the truck ID to the batch quantities and batch time for each load. In that plan describe how that information will be made available to the eng ineer immediately upon request. The engineer may also require batch ti ckets to address short-term o perational difficulties.

(4)The engineer may accept minor quantities of ready-mixed concre te used in miscellaneous bid items

without batch tickets. 501.3.6 Site-Mixed Concrete 501.3.6.1 General

(1)Site-mixed concrete is concrete manufactured in standard batch or volumetric type portable mixers at

the work site. Use volumetric mixers only for work that specifi cally allows volumetric proportioning. 501.3.6.2 Batch Mixer

(1)Use a powered revolving drum type mixer conforming to the foll owing requirements, unless the

engineer allows another type.

(2)Maintain the mixer in good working order and operate it in a w ay that does not combine the mixed

batch with the following dry batch, and so that the ingredients of only one batch are intermixed with each charge of the mixer. Keep ch arging devices, the throat, an d drum interior free of accumulated materials. If charged with the bat ch, revolve the mixer drum at a speed that does not exceed the manufacturer’s specified speed fo r the mixer, provided the drum makes between 14 and 20 revolutions per minute. Replace p ick-up and throw-over blades showing a wear in excess of 3/4 inch from their original factory depth . Mixers must have a rated capacity of at least 5 cubic feet of mixed concrete per batch.

(3)Equip mixers with an engineer-a pproved automatic timing device , in proper working order, designed

and constructed so that it starts when the charging skip is rai sed and dumped. The timing mechanism shall have a device that transmits an audible or visible signal when mixing is complete.

(4)Equip mixers, with a rated capa city of 21 cubic feet or more o f mixed concrete, with an engineer-

approved discharge-locking device , in good working order, and a utomatically controlled by the timing device.

(5)Keep the box or compartment cont aining the timing device close d and locked at all times except for

adjustment or repairs. Only the c ontractor or an authorized rep resentative shall make adjustments under the direct supervision o f the engineer or inspector.

(6)Compute the total volume of con crete mixed per batch based on the nominal cubic yard as specified in

501.3.2.2 and shall not exceed the mixer’s rated capacity by more than 1 0 percent as established by the Mixer Manufacturer's Bureau of the Associated General Contr actors of America. The capacities above are contingent on the mixer drum retaining the batch without segregating, spilling, or leaking during charging, mixing, and disc harging; and upon adequate methods of handling, placing and finishing the resultant concrete.

(7)Stop using and repair or replace with a satisfactory mixer, an y concrete mixer that is not adequate or

suitable for the work, has insufficient power, inefficient mixi ng action, or has auxilia ry units that do not function properly. 501.3.6.3 Batch Mixing Time

(1)Mix each batch for at least 50 seconds but not more than 90 se conds. During this time, the drum

revolves at the rate specified above. Start the mixing time after all solid materials are in the drum.

(2)Introduce the mixing water to the drum ahead of the other mate rials and continue to discharge for a

short time after all solid ma terials are in the drum. 501.3.6.4 Volumetri c Plant and Mixer

(1)Use a truck-mounted mobile concrete plant and mixer, designed for automatic volume proportioning of

concrete materials, and for mixing concrete for immediate use a t the work site, for grade E concrete, and the engineer may allow its us e for bid items from other gra des. This machine shall produce a thoroughly mixed and uniform concrete.

Effective with the December 2018 Letting 210 2019 Standard Spec ifications (2) Calibrate the plant on a weight-volume relationship according to the manufacturer’s recommended procedures. Recalibrate the plant if changing aggregates and, a s the engineer deems necessary.

(3)Volumetric proportioning equipment and procedures are subject to the engineer's approval. Equip the

plant with either a water flowmeter or a rec ording water meter. 501.3.7 Concrete Consistency

(1)Concrete shall have a uniform c onsistency, with all ingredients uniformly distributed throughout the

weight, and so that the mortar cli ngs to the coarse aggregate. Concrete shall not have a consistency sufficiently wet so it flows and segregates, or a mealy, dry co nsistency.

(2)Use the minimum quantity of water that achieves the desired wo rkability, as the engineer determines.

Obtain the engineer's approval o f any changes in this quantity. 501.3.7.1 Slump

(1)Use a 1-inch to 4-inch slump for concrete used in structures o r placed in forms, except as follows:

- Do not exceed a slump of 2 inches for grade E concrete. - Increase slump as specified in 502.3.5.3 for concrete placed underwater.

(2)Use the applicable slump specified in 415.2.1 for concrete pavements.

(3)Perform the slump tests for concrete according to AASHTO T119.

501.3.8 Placing 501.3.8.1 General

(1)Except as specified in 501.3.5.2 for ready-mixed concrete, place the concrete within 30 minutes of first

adding water to the batch. Use pla cement techniques that minimi ze segregation. Batch, mix, place, and finish concrete within a m onolithic unit as continuously as practicable. 501.3.8.2 Hot Weather Concreting 501.3.8.2.1 General

(1)The contractor is responsible for the quality of the concrete placed in hot weather. For concrete placed

under the bid items enumerated in 501.3.8.2.1(2) , submit a written temperature control plan at or before the pre-pour meeting. In that plan, outline the actions the contractor will take to control concrete temperature if the concrete tem perature at the point of placement exceeds 80 F. Do not place concrete under these bid items without the engineer's written a cceptance of that temperature control plan. Perform the work as outlined in the temperature control p lan.

(2)If the concrete temperature at the point of placement exceeds 90 F, do not place concrete under the

following bid items: Concrete Masonry Bridges Concrete Masonry Retaining Walls Concrete Masonry Bridges HES Concrete Masonry Retaining Walls H ES Concrete Masonry Culverts Concrete Masonry Endwalls Concrete Masonry Culverts HES Concrete Masonry Overlay Decks

(3)The department will pay $0.75 per pound for the quantity of ic e required to reach a target concrete

temperature of 80 F if the following conditions are met:

1.The un-iced concrete temperature exceeds 85 F.

2.The contractor has performed the actions out lined in the contractor's accepted tem perature control plan.

3.The contractor e lects to use ice.

(4)If the engineer directs the contractor to u se ice when the un- iced concrete temperature is 85 F or less,

the department will pay $0.75 per pound for that ice.

(5)Notify the engineer wh enever conditions exist that might cause the temperature at the point of

placement to exceed 80 F. If project information is not available, the contractor should obtain information from similar mixes placed for other nearby work. 501.3.8.2.2 Bridge Decks

(1)For concrete placed in bridge de cks under the bid items enumerated in 501.3.8.2.2(2) , submit a written

evaporation control plan at or before the pre-pour meeting. In that plan, outline the actions the contractor will take to maintain concrete surface evaporation a t or 0.2 pounds per square foot per hour. Do not place concrete under these bid items without the e ngineer's written acceptance of that evaporation control plan. If t he engineer accepts an evaporatio n control plan calling for ice, the department will pay $0.75 per pound for that ice. Perform the work as outlined in the evaporation control plan.

Effective with the December 2018 Letting 211 2019 Standard Spec ifications (2) If predicting a concrete surface moisture evaporation rate exc eeding 0.2 pounds per square foot per hour, do not place bridge deck concrete under the following bid items: Concrete Masonry Bridges Concrete Masonry Overlay Decks Concrete Masonry Bridges HES

(3)Provide evaporation rate predictions to the engineer under one or more of the following conditions:

1.Conditions exist that migh t cause concrete surface evaporation to exceed 0.2 pounds per square foot per

hour.

2.The concrete temperature at the point of placement exceeds 80 F.

3.The engineer requests that information.

(4)Compute the evaporation rate fr om the predicted ambient conditions at the time and place of the pour

using the nomograph provided in CMM 5-25 figure 1 , or using a computerized equivalent. Use weather information from the nearest national weather service station. The engineer will use this information to determine if the pour w ill proceed as scheduled.

(5)On the day before the pour, t he engineer will notify the contractor in writing whether or not to proceed

with the pour as sch eduled. If the actual c omputed evaporation rate during the pour exceeds 0.2 pounds per square foot per hour, the engineer may allow the con tractor to complete the pour. If the engineer allows placement to c ontinue, the department will pay $0.75 per pound for the quantity of ice required to maintain concrete surface evaporation at or below 0 .2 pounds per square foot per hour. If ice is not available the department will pay for any actions, b eyond those described in the contractor's evaporation plan, required to complete the pour as the engineer directs. 501.3.9 Mixing and Protecting During Cold Weather

(1)Mix, place, and protect concrete according to the method speci fied below, applicable to its use.

(2)Mix, place, and protect concret e for pavement, pavement repair and replacement, pavement widening,

pavement gaps, driveways, alleys, headers, surface drains, pavement approach slabs, base, base widening or patching, curb, gutte r, curb & gutter, ditch checks , sidewalks, steps not a part of a structure, loading zones, safet y islands and other concrete of a similar nature as specified in 415.3.13.

(3)Mix, place, and protect concrete for bridges, culverts, retaining walls, end walls, or any other structure

consisting, wholly or in part, o f concrete, if placed during co ld weather, as specified in 502.3.9 . 501.3.10 Test Specimens

(1)The engineer may cast the number of cylinders required to make tests for determining the

compressive strength of the conc rete. Make test cylinders 6 inc hes in diameter and 12 inches in height, unless the engineer directs otherwise.

(2)The engineer will either perform or supervise the sampling, ma king, curing, and testing of concrete

cylinders.

(3)Make the test specimens from c oncrete actually used. If the en gineer directs, the contractor shall

transport the specimens from the work site to the field laborat ory or other location the engineer designates. During transportation, embed the specimens in straw, burlap, or other acceptable material to protect them, in a manner the engineer approves. Take care to avoid sudden impacts during hauling and handling that might cause fractures.

(4)The contractor shall furnish t he concrete for test specimens i ncluding all materials, except molds; a

suitable vehicle the engineer appro ves, for transp orting specim ens, if required; materials necessary to properly transport and cure; and labor incidental to preparing, transporting, storing, and curing. 501.4 (Vacant)

501.5Payment

(1)The department will not pay direc tly for the concrete specifie d under this section. Concrete is

incidental to the various bid it ems using it. Payment under those bid items includes providing materials, including aggregates and associated aggregate source testing, cement, fly ash, slag, and admixtures; for prepari ng, transporting, storing, protecting an d curing concrete; and for contractor requirements related to testing specified in 501.3.10 .

(2)If required to remove and replace any concrete damaged by lack of proper protection. Perform this

work at no expense to the department.

(3)The department will pay for ice us ed to cool concrete in hot w eather as specified in 501.3.8.2 under

the Ice Hot Weather Concreting administrative item.

Effective with the December 2018 Letting 212 2019 Standard Spec ifications Section 502 Concrete Bridges

502.1Description

(1)This section describes constru cting concrete bridges and concr ete parts of other bridges.

502.2Materials

502.2.1 General

(1)Furnish grade A-FA, A-S, A-T, A -IS, A-IP, or A-IT, air-entrained concrete conforming to 501 as

modified for class I structure concrete in 715. Provide QMP for class I structure concrete as specified in 715.

(2)For other materials, c onform to the following:

(3)Except for form ties, use hot-dip ped galvanized or epoxy-coate d steel, stainless steel, or non-metallic

materials for hardware incorporated into the structure. Repair cuts and other damage to galvanized or epoxy coatings according to ASTM A780. Do not use galvanized hardwa re where it is in contact with weathering steel. 502.2.2 Concrete Composition

(1)Furnish concrete for bridges conforming to 501. If the contract specifies, or the engineer allows, use

high early strength concrete.

(2)Do not use high early strength co ncrete in cast in place bridg e superstructures.

(3)Do not use high early strength concrete in bridge substructures or in other structures unless the

contract requires it, or if the engineer allows t he contractor, in writing, to use high early strength concrete to expedite the work.

(4)Provide the concrete grade specified in 501.3.1.3.3 .

(5)Use the coarse aggregate sizes specified in 501.2.5.4.5 and 501.3.2.2 .

502.2.3 Falsework

(1)The engineer will not require the contractor to use new or unused materials in falsework.

(2)Use timber and piling in falsew ork of adequate strength and sh ape, suitable for the purpose intended.

Use material that is in good condition, sound, and free from de fects that might impair its strength. Use reasonably straight piling capable of withstanding pile driving .

(3)Use straight steel members, o f adequate strength and shape sui table for the purpose intended.

502.2.4 Forms

(1)The contractor may use wood or metal, or, with the engineer’s approval, composite construction. The

engineer will not require the use of new, unused material. Use material in good condition, of adequate strength, and of a shape suitable for the purpose intended. 502.2.5 Waterstops

(1)If not specified in the contract, the contractor may furnish a nd use either polyvinyl chloride (PVC) or

rubberized membrane waterstops. Use polyvinyl chloride waterstops that are a dense, homogeneous material, free from holes and ot her imperfections, extruded fro m an elastomeric plastic compound. If using PVC waterstops, conform to the Corps of Engineers' Specif ication CRD-C 572.

(2)Select the rubberized membrane, primer, and mastic from the department's list of engineer-approved

waterstop products. Use membrane with a minimum thickness of 60 mils. 502.2.6 Concrete Curing Compound

(1)Use liquid curing compound conforming to ASTM C309 , type 1-D, clear or tran slucent with fugitive

dye, except as modified in 501.2.9 for testing. 502.2.7 Preformed Joint Filler Revise 502.2.7(1) to include foam expansion joint materials. This change was implemented in ASP 6 effective with the December 2017 letting.

(1)Use preformed joint filler conf orming to AASHTO M153, AASHTO M 213, or ASTM D8139 .

502.2.8 Preformed Elastomer ic Compression Joint Sealer

(1)Use preformed elastomeric compression joint sealer conforming to AASHTO M297.

(2)If installing the preformed join t sealer, use a lubricant-adhe sive that is a one-part moisture curing

polyurethane and hydrocarbon solven t mixture with the following physical properties:

Source: Wisconsin Standard Specifications for Highway and Structure Construction, 2019 Edition. Pages 202–220 of 601.

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