‘NAD—AO’IG 302 COLD REGIONS RESEARCH AND ENGINEERING LAB HANOVER N H FFG 11/2

CE$CNtS FOR STRUCTURAL CONCRETE IN COLD REGIONS. (U)OCT 77 R JOt*ISON

UNCLASSIFIED CRREL—S R— 77— 35 ML

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cEMENTs FOR ~TRUCTURAL . iN COLD .J~EGIONS~.

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Robert/ Jo hnson

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DIRECTORATE OF MILITARY CONSTRUCTIONOFFICE .CHIEF OF ENGINEERS j

CORPS OF ENGINEERS, U.S ARMYCOLD REGIONS RESEARCH AND ENGINEERING LABORAT

HANOVER , NEW HAMPSHIRE

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Approved for public release; distribution unlimited.

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D~~OflDT liii J~rATIf l I I DA t ~~~ READ INSTRUCTIONS~ l... J ‘Jfl l &,J~..unu~.n I “ i’.#. ‘ “ BEFORE COMPLETING FORM

1. REPORT NUMEER 2. GOVT ACCESSION HO. 3. RECIPIENTS CATALOG NUMBER

Special Report 77-35 / _____________________________• 4. TITLE (and SubtlU.) 5. TYPE OF REPORT & PERIOD COVERED

CEMENTS FOR STRUCTURAL CONCRETEIN COLD REGIONS

6. PERFORMING ORG. REPORT NUMBER

7. AUTHOR(.) S. CONT RAC T OR GRANT NUMBER(.)

Robert Johnson

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT , T A S K .AREA & WORK U IT MUM S

U.S. Army Col d Regi ons Research and DA Proj. 4A76 AT42Engineering Laboratory Task A2 Wor n 001 -

Hanover , N.H. 03755 ____________________________II. CONTROLLING OFFICE NAME ANO ADDRESS 12. REPORT DATE

Di rectorate of Military Construction October 1977Office, Chief of Engi neers ‘3. N U M BE R O F PAGES

Washington . DC 20314 1714. MONITORING AGENCY NAME & AOORESS(lI dii i.r*nt from Con troUing Of tic.) 15. SECURITY CLASS. (of t i l t , r.po rr)

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Approved for public release; distribution unlimi ted .

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IS. SUPPLEMENTARY NOTES

IS. KEY WORDS (Continue on r.v.r.. aide ii n.c... ~~, end id.ntliy by block numb.r)

Cements Hydraulic concreteConcrete MixturesHeat of hydration

~~~ ABST RACT (Continu, an ,.v.r. . aid. it n.c.a.~~~ and Sd.ntifr by block manb.v)

l iterature search was undertaken to col lect i nformati on on cements whi chcoul d be used in structural concrete and would cure at low temperatures . Inthe literature search , 18 types of cements or concretes manu factured by variousfi rms were reviewed . Trade names are identifi ed wi th their cement or concretedescription , temperature range for curing, use experience and app l ication ,approximate cost (in 1976), and reference source or manu facturer.~~._..

DD I JA$ fl 1473 EDiTiON OF I NOV SS IS OWSOLETE Unclassif iedSECURITY CLASSIFICATION OF THIS PAGE (WS,an O.ta Entered)

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PR~~’ACE

This report was prepared by Robert Johnson, Research CivilEngineer , Foundations and Materials Research Branch , ExperimentalEngineering Division, U.S. Army Cold Regions Research and EngineeringLaboratory . It was funded by DA Proj ect 14A76273OAT~42 Design, Construc-tion and Operations Technolog7~ fo r Cold ~i~~ons, task A3 , FacilitiesTechnology/ Cold Regions, Work Unit 008 , Placement of ConstructionMater ials in Cold Regions.

This report was technically reviewed by North Smith of CBREL .

The content s of this report are not to be used for advertising,publication, or promotion purpose. Citation of brand names does notconstitute an official endorsement or approval of the use of suchcommercial products

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TABLE OF CONTENTS

Pa~ge

PREFACE

INTRODUCTION 1CE~4~~T VARIATIONS 1HYDRAULIC CEMENTS 2HIGH-ALUMINA C~~ENTS 2CONVERSION IN HIGH-ALUMINA CE~~~ T 3

HIGH-MAGNESIA CEMENT S

PORTLAND TYPE III AND REGULATED-SET CEMENT 5GYPSUM PLASTER AND GYPSUM CEMENT 6HEAT OF HYDRATION 6C~~~~T BLENDS 7NONHYDRAULIC C~~~~ TS 7CONCLUSION 8RECO~ ’~~ DATIONS 8

LITERATURE CITED 10

TABLE I. Properties of various cements 12

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CEMENTS FOR STRUCTURAL CONCRETE IN COLD REGIONS

INTRODUCTION

The recent pipeline construction activity in the State of Alaskahas focused greater attention on the utilization of conventional con-struction engineering methods in permafrost areas. Due to the frailtyof the tundra during the summer season , a major portion of the construc-tion must be carried out during the winter . The problems related withfrozen materials are compounded by extreme low t emperatures . A majorproblem confront ing des ign and construct ion by engineers and cementmanufacturers is the curing of portland cement concrete. The problem istwofold : 1) preventing freezing of the concrete during curing to obtaindesign strengths , and 2) preventing thawing of the permafrost substrateby the cement heat of hydration release.

The standard methods of preventing freezing are to provide heatedconstruction enclosures or use heated concrete materials . Extra equip-ment , labor and materials are needed to construct the enclosures and toheat the materials.

There are products on the market today which have potential foruse in cold weather concreting . The purpose of this report is toprovide a bibliography c~f avai1&:l~ information on these products.

CEM~~T VARIATIONS

Cements vary due to the raw materials used, the percentage compo-sition Qf chemical compounds, and particle fineness. Some cements aredesigned with special properties for specific construction tasks. Suchcements produced by different manufacturers may have widely differentworkability , strength and durability properties .

Fineness of the cement is an important variable that affects suchpaste propertIes as workability, durability, strength and curing time.Making the suppos ition that particle size distr ibution is the onlyfactor that affects paste workability , Vivian ( 1966 ) states that whenthe mean particle size distribution decreases , the paste workability—water content relationship should approach a minimum . This means that alower water cement ratio, which leads to an increased initial rate ofcompressive strengths gain, is attained with increased fineness of thecement particles. However , when the amount of very fine particlesexceeds 15—20% of the cement by weight , the strength of the concretedeclines.

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HYDRAULIC CEMENTS

Hydraulic cements are those in which hydration is the principalreaction in concrete curing . Natural hydraulic cements are producedwhen a naturally occurring mixture of argillaceous and calcareoussubstances are calcinated at a temperature below that which siriteringtakes place. The most common argillaceous materials are clays, shales,and man s, and the most important calcareous material is limestone .Cements which are not based ent irely on these two components may usethree or more components to obtain a required control of composition.Taylor (l961~) refers to the added components as “correcting” materials .Some of these correct ing materials are iron oxide in various forms,bauxite or kaolin to make up the deficiencies in alumina content , andsand or sandstone to give sufficient silica.

A small amount of gyosum is also added to these cements to controlthe setting properties. The small percent of ~ rpsum retards the hydra-tion of the aluminate component of the cement and controls the tendencyof the raw cement to flash set with the addition of water. Taylor(196lL ) reports that the setting rate and the compressive strength ofRoman pozzolana mortars are favorably influenced by a limited additionof gypsum. A quantity of gypsum or calcium sulphate dehydrate(CaSO1 .2H20), corresponding to 5—6% by weight of pozzolana, increasesthe compress ive strength considerably, but with over 10% of gypsum , themortar first cracks and ultimately becomes soft and incoherent whencured in water. Lea (1956) explains that when the pure cement compoundtricalcium silicate (3CaO•Si02) is mixed with water, the addition ofgypsum will render the mass more plastic.

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HIGH—ALUMINA CEMENTS

High—alumina cement is a mixture of pulverized fused limestone andbauxite (raw materials). Taylor (1969) indicates that this cement canbe used at very low temperatures provided that there is adequate bulkand protection against frost action for the first ]~ to 6 hours.Pendergrast (1972) warns against placing this type cement at ambienttemperatures above 32.2°C (90°F) when considerable mcisture or highrelative humidity is present. He also warns of heat evolved duringthe first 2L hours of hydration, which will produce shrinkage cracks andreduced ultimate strength unless curing includes wetting during thisinitial period of time. Perhaps membrane curing would hold enoughmoisture to prevent the need. of wetting. According to Stude (1969),high alumina cements do not show an initial evolution of heat, butafter approximately two hours , the liberat ion of heat proceeds veryrapidly. This is with the exception of those containing gypsum .

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High alumina cements are white or grey in color. The white calciumaluminate cement is extra high in alumina with negligible amounts ofiron oxide and silica; its composition is tnicalcium penta—aluminate(3CaO•Al203). The grey high alumina cement is predominantly mono—calcium aluminate (CaO •A1203) as compared to the tnicalcium aluminatecomposition of normal portland cement (3CaO.A1 203). Maier et al. (1971)state that the predominantly monocalcium aluminate cement contains nofree lime and none is produced upon hyd.ration . Therefore, the additionof fly— ash or pozzolan creates only diluents and no additional cementi-.tious react ion occurs.

From tests conducted at Point Barrow , Alaska, White (1952) foundthat a special cement manufactured from bauxite, without additives ,had an unusual characteristic of setting quicker at a tempera-ture of1~5°C (l

~O°F) than at 21°C (70°F). Robson (1962 ) indicates there isevidence that, in the temperature range between 1°C and 18°C (33.8°and 6’~.

l~°F), the setting—time is somewhat faster at about 10°C (50°F)

than it is above or below that temperature. It is also observed thatthe maximum rate of heat evolution occurs around 10°C (50 °F ) .

It is reported that , based on standard setting—time tests, theaverage setting times of high—alumina cements are longer than those ofmost portland cements, and that the Gilimore test tends to give longersetting-times than the Vicat test. Once the initial set has beenreached, the high alumina cement will gain strength at a very rapidrate. This is not the case with standard portland cements where thestrength gain is very slow after the initial set, making the practical

• “working time” of portland cement longer tha’h that of high alumina cement .

CONVERSION IN HIGH-ALUMINA CEMENT S

• Disregarding cost , Johnston ( 1975) states that the main reasonthat high—alumina cement has not been widely used in load-bearingapplications is because of various examples of poor field performancethrough the years. The reason for the poor performance was not fullyunderstood until the phenomenon of conversion and its associated signifi-cant drop in strength and. increase in permeability were recognized.According to the booklet “Properties and Uses of Fond.u Calcium AluminateCement” by the Lone Star Lafarge Company, the chemical react ions whichtake place during conversion are i) the mono—calcium aluminate CA*reacts with water, 2) the less stable hexagon hydrate Ca0~Al203•l0H2Oor CAH10 and alumina gel (AR 3) are formed initially, and 3) under the

• suitable conditions, the hexagonal CAR 10 recrystallizes into AM 3 andforms the stable cubic C 3AH 6 with the evolut ion of water , as shown in

3CAH10 C3Afl 6 + 2AH3

+ 18H . (1)

• *customary abbreviations are: C CaO, AA 1203, F F e 2O3, S S102, H H 20

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The above reaction depends on time, temperature, and the presence ofwater. The rate of the reaction increases with the simultaneous presenceof moisture and temperature above 25°C (77°F), but proceeds at such aslow rate below the temperature of 25°C that it may be of little practicalsignificance for cold weather concreting. Since the volume occupied bythe hexagonal hydrates is greater than the volume occupied by the con-verted cubic hydrates , the concrete becomes more permeable and decreasesin strength.

Neuman (1960) reports that high alumina cement concrete that hasbeen affected by hot moist conditic.ns has a noticeable brown color andlower strength, which is related to the change in the nature of the hydra-tion products. After prolonged curing the metastable compoundsCaO A12O3 1OH 20 and 2Ca•A1203•8H20 produced at ordinary temperaturesare converted into the cubic form of 3Ca0•Al~O3~6H20. He indicatesthat the conversion is very slow in ordinary temperatures and probablynever occurs in dry concrete. However, during setting and curing ofhigh alumina cement , the large temperature rise inside mass ive concreteand the moist condition of the concrete at this stage produce ideal con-ditions for conversion.

To prevent appreciable conversion and produce a normal concrete,Robson (1962) suggests it is probably necessary to ensure that 1) themaximum temperature in the hardening concrete never exceeds about 59°C(122°F), 2) temperatures above 38°C (100°F) are reduced as quickly aspossible, and 3) the concrete temperature is below 25°C (77°F ) by theend. of the first 2~4 hours.

A research team formed in February 19714 with staff from the BuildingResearch Establishment (Great Britain) investigated the properties ofhigh—alumina cement, collating and analyzing information for more than1400 high—alumina cement buildings. It reports that measurements of thedegree of conversion of the concrete in existing buildings indicate thatmost concrete had reached a high level of conversion within a few years.Long—term laboratory studies showed that if the concrete is subjected totemperatures in excess of 25°C (77°F), which in its early life need onlybe for a few hours at any time during curing or subsequently, conversionbecomes more rapid and a serious loss of strength occurs which may takesome months to develop (Building Research Establishment 1975).

HIGH-M&GITESIA C~ V~NTS

The high magnesia cements are those which contain a large per—centage of magnesia in the raw materials, for example dolomitia lime—stones. These materials are restricted by the ASTM to 5% total magnesiaand to 14% by British standards. Amounts of magnesia in cements greaterthan these standards cause long—term volume instability in the cementconcrete because of’ the presence of too much free magnesia (periclase).

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According to Gaze and Smith (1973—19714), the cement clinker maycontain magnesia in the glassy phase and crystalline compounds or free“hard—burned” crystalline MgC (periclase) during manufacturing. It isonly in the latter state that it is capable of causing expansion by itshydration to Mg(OH)2, which takes place slowly since the periclase ishard—burned. The reaction, accompanied by a volume increase of morethan 100%, leads to possible disruption of the mortar or concrete longafter it has hardened. The time involved for the expansion of specimensstored at ordinary temperatures has been observed at as little as 10and as much as 140 years. However, final expansions were observed inhigh—magnesia cements held in continuous water storage at 50°C (122°F)within about one year. Further tests are in progress on the effect ofdifferent curing temperatures on the time to achieve maximum expansion.Table I provides a brief description of each cement or cemei~t concretelisted which has magnesia in its compound composition .

PORTLAND TYPE III AND REGULATED-SET CEMENTS

Portland cement type III , high-early—strength , differs from tyoe Imainly in the fineness of the ground cement, an increase in the comDoundcomposition of tricalcium silicate (3CaO SiO2), and a decrease indicalcium silicate (2CaO.Si02. The tricalciuni silicate hardens rapidlyand is largely responsible for the initial set and. early strength (PCA1968).

The Portland Cement Association (PCA ) holds a patent on regulated—set cement which contains a reduced amount of dica.lcium silicate as corn—

• pared to standard cement and no tricalcium aluminate. The tricalciumaluminate has been replaced by calcium fluoroaluminate , according to~~~~~~

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~n. and Hoff (1975) (it is also referred to as calcium aluminate by Pend.ergrast 1972). This cement has great potential for coldconcreting because it will obtain its initial set at an ambient

~re of —9.14°C (15°F).

Just as trica.lcium aluminat e imparts the initial strength tostandard portland cements , calcium fluoroaluminate imparts the initialstrength to the regulated—set cement. After the initial strength gainof about 1000 psi (6900 kPa) in approximately 1—1 1/2 hours from thecalcium fluoroaluminate, no other strength gain occurs until the normalsilicate hydration begins after about one day. Therefore, after the

• accelerated initial strength gain, the regulated—set cement should gainstrength during curing similarly to standard portland cement types I and II.

In a cooperative test, CRREL and the New Hampshire Department ofPublic Works and Highways poured on experimental regulated—set cementslab in an unheated warehouse in New London, New Hampshire, to investi-gate curing time and strength relationships. The slab was poured in

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January of 1976 at an ambient temperature of —8.9°C ( 16°F). Approximatelyone—half hour after placement, workmen could walk on the freshly pouredslab without any visible adverse affects. The slab was dry with nosurface bleeding of’ mix water. Further information on regulated—setcement is contained in Houston and Hoff (1975).

GYPSUM PLASTER AND GYPSUM CE~~NT

Gypsum plaster and cement are manufactured from natural deposits ofgypsum. Finely ground gypsum is heated to 150°C (302°F) in open vesselsto obtain a hemihyd.rate mixed with unchanged gypsum known as plaster ofParis. This product has a very rapid setting rate due to the presenceof unchanged gypsum. To retard the setting o± plaster of Paris , 0.1% byweight of a protein called keratin is added. This retarder usuallydelays the reaction to a moderate set time of 1 or 2 hours. Furthercalcinatiori at higher temperatures (190—200°C) produces an anhyd.rous

~ rpsum plaster , and when the calcination is carried to 600°C, in thepresence of an accelerator , the product formed is known as Keen’s orParisian cement , which has a moderate setting rate. Calcining gypsumat 1100—1200°C produces a very slow setting product known as EstrichGips, a German flooring plaster (Lea 1956). Taylor (19614) reports thatgypsum in the form of calcium sulphate is universally added to portlandcement clinker to retard initial chemical reaction which would otherwiseproduce flash set.

White (1952) conducted tests on a gypsum cement with a setting time ‘

of 60 minutes. The cement samples set at —9.14°C (15°F ) and were foundto be unfrozen at the time of final set. Included in his work is atable of initial and final setting times which shows a water/cementratio of 0.1414 with 14% calcium chloride in the mixing water. This samplehad an initial set at —9.14°C (15°F) in 1 hour, 56 minumes and a finalset in 2 hours, 19 minutes.

It was noted that the water used in the tests with gypsum cementwas obtained from lakes scattered throughout the Naval Petroleum ReserveNo. 14 located north of the Brooks Range in Alaska.

HEAT OF HYDRATION

The thermal properties of curing concrete are important when theconcrete is to be poured for foundations on frozen or permafrost soil.The maximum concrete temperature during the liberation of the heat ofhydration is an important parameter with high ice content soils, sincemelting will cause significant alignment and loading problems.

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Rapid curing concretes are usually associated with a high rateof liberation of the heat of hydration . There has to be a trade—offbetween slow liberation, which does not produce melting and yet does nc~allow the concrete to freeze before gaining strength, and high liberation

• which gives heat and prevents freezing but could cause melting of frozensoil.

CEMENT BLENDS

Stude (1969 ) found that by adding fly-ash to high—alumina cementmixes the heat evolved at a slower rate, but that there was a strengthdecrease when compared with no addition of fly—ash. Kennedy (1957),investigated pozzolan and other materials for their use as partialreplacements for portland cements and. found that the materials appear torank in the following order in their ability to reduce the early evolu-tion of heat: slag and obsidian, pumicite and calcined shale, fly-ash ,tuff and calcined diatomite, natural cement , and uncalcined diatomite.

Variations in initial set times of cements can be controlled ‘cyvarying the percentages of different cement mixtures . Wh it e (1952)conducted tests with mixtures of gy~ sum and other cements and foundthat it was possible to design such cement mixtures for a given settime period. Readers may be interested in the results of blendinglumnite (high—alumina cement) and regulated—set cements as rcrcr-~e~iby Bussone et al. (1972), who also tested blends of ~rr~sur cement ,various normal portland cements , high—alumina cement and re~ulatei-setcement , and the addition of additives such as fly—ash , accelerators ar~iretarders.

• NONHYORAULIC C~~E~T~

Some cement producers may refer to nonhydraulic cements as thosefor which hydration is not the principal reaction . Such cements requirean activator solution, which is referred to as a chemical solutionother than water, to perform the cementation process. However , thesecements are aqueous materials rather than synthetic resins (plastics).Temperatures below 0°C (32°F) will freeze aqueous materials like portlandcement concrete , water emulsion glues, latex paints, asphalt emulsion,etc. ( Sayward 19714). However, these activator solutions may possess alower freezing point than that of ordinary water. There are such non-hydraulic concrete cements marketed which use a dry aggregate mix inconjunction with an activator solution to start the chemical reaction.See Table I for various cement producers .

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CONCLUSION

During recent years, the discovery of’ oil near Frudhoe Bay, Alaska,• has warranted the need for determining feasible cold weather construc-

tion engineering methods as well as seeking adequate engineering materialsto utilize under such conditions . This report has reviewed varioustypes of cements or cement concretes which possess curing propertiesthat may be of value in cold environments or under low temperatureconditions .

The low ambient temperature conditions also affect the rate atwhich the heat Js liber~ited , implying an effect on the rate of curingof many concrete cements . As mentioned previously , it was found that asthe ambient temperature was lowered from 21.1°C (70 °F) to 14.14°c (140°F),the initial and final sets of a curing cement concrete test were obtainedin i~~~~’.3 time.

Conventional use of cold weather concrete construction practicesmay be minimized or in some instances be “eplaced by new practices ormaterials as described in this report . However , c~ 1d weather concretingstill remains a major economic and energy consumption problem, andovercoming the necessity of affording protection to ensure proper curingremains a ma~or task for the future .

There is a nec-i f-or rcscarch on the properties of curing concreteunder cold or low ~~~~~ cnt tenoerature conditions. The rate of heatevolved by the ex~~~~ e~~~ i~ r e t ~~~ r~ of curing is of particular concernwhen cement con~r~ te ~~~~ —:~s’ be n -ace~ on or near froz~~ ground wherethe heat e’:’-l’;c- w~~i L ~~~~ ~~~~~~~~~~~~~~ :nformation gained by researchseeking to ieter-’~ :- - - -- ‘~ - n ~atcs of heat evolved , to times whenthese rcaxira ~~~~~~~~~~~

- •~~ a neat—cement nix, an~ the settingtimes of r’~~~- ~~- er .:w tenzera’ture ranges should grovevaluable in the ~e e . .

- ~~n~~nt or cement concrete for specific

cold, frozen . ~~ ~:n-~.itiCns . m is information is usuallynot avaiia~l~ :‘r:~- ne -‘~.r~

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~ ~~ncrete cement manufactures .

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Based upon the searon for information compiled for this report,it is recoimnended that the foilowi r~ tasks be undertaken in order toobtain cold environment setting and curing data on the available con-crete cements.

1. Synthesis of experience. In order to develop sufficient in-formation on cement concrete setting and curing problems , various cement

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~~~~~~

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manufacturers , agencies, and organizations interested or involved incold weather concreting construction should be located , contacted , anda compilation of their interests and experiences made , including suchinformation as field construct ion problems and cost effectiveness.

b

2. Laboratory testing. Cement or cement concrete manufacturersusually do not supply information on the effects of different low ambienttemperatures (0°C or 32°F and below) on the setting and curing propertiesof their products. Various manufacturers should be contacted for obtainingrepresentat ive samples of their products -to laboratory test for settingand curing properties at low ambient temperatures. A detailed docuinenta—tion should be made of the results of each sample tested , including ananalysis of the advantages and disadvantages for cold weather settingand, curing. Further testing on gypsum cements should be conducted toidentify additional beneficial characteristics for their utilizationin cold environments.

3. Field evaluation. A concrete test slab of sufficient size andconfiguration should be constructed to produce an adequate number ofsamples for validation of the laboratory tests. Construction of the testslab should take place in a field environment where the ambient t empera-ture is below freezing (0°C or 32°F). A suitable location would ‘be inHanover , New Hampshire, or a similar environment during the wintermonths when low temperatures prevail . This would allow an in—depthevaluation of construction procedures and materials.

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LITERATUR E CITED

Building Research Establishment (1975) High alumina cement concrete inbuildings. Current Paper 314/75, April 1975. Garston, Watford ,Great Britian.

Bussone, P.S. B.J. Bottomley, and G.C. Hoff (1972) Rapid repair of bomb-damaged runways. U.S. Army Engineer Waterways Experiment Station.

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• PM C—72—15, Phase 1, June 1972.

Gaze, M.E. and Smith, M.A. (1973 ) High magnesia cements, Part 1. CementTechnology, November/December 1973, p. 2214—236, Part 2, March/April19714, p. 291—295.

Houston, B.J. and Hoff , G.C. (1975) Cold weather construction materials,Part 1, Regulated—set cement for cold weather concreting. CRREL

• Special Report 245, AD A021C58.

• Johnston, C.D. (1975) Fifty—year development in high strength concrete,Journal of the Construction Division, A.S.C.E., vol. 101, no.Coh p. 801—818.

Kennedy, T.B. (1957) Pozzolanic and Other Materials in Mass Concrete,• WES 6—2147.

Lea, F.M. (1956) The chemistry of cement and concrete. Edward Arnold(Publishers) LTD. London.

Lone Star Lafarge Company (undated), Properties and. uses of fondu calciumaluminate cement , Lone Star Lafarge Company , Norfolk , Virginia.

Maier , L .F . , Carter , M.A. and Bosley , T.G . (1971) Cementing materialsfor cold environments. Reprint from Journal of Petroleum Technology,October 1971.

Newman, K. (1960) The design of concrete mixes with high alumina cement .Reinforced Concrete Review, March, p. 269—301.

Pendergrast , L.E. (1972) Rapid setting cements. Air Force Civil Engineer,August, p. 8—10.

Po~~1and Cement Association (1968) Design and control of concrete mixes,11th Edition, July.

Robson, T.D. (1962) High—alumina cements and concretes . New York: JohnWiley & Sons, Inc.

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,~~,, ~~~~~~~~~~~~ ~~~~~~~~~~~~ ,,.~

Sayvard, John M. (19714) Plastics for low temperature construction.CRREL Interim Report 14149 (unpublished).

Stude, D.L. (1969 ) High aluming cement solves permafrost cementingproblems. Petroleum Engineer, September, p. 614—66.

Taylor, H.F.W. (19614) The chemistry of cements. New York: Academic

— Press , vol . 1 and vol. 2.

Taylor , W.H. (1969 ) Concrete technology and practices. New York:American Elsevier Company Inc., 3rd Edition.

Vivian, H.E. (1966) Effects of particle size on the properties of cementpaste. Highway Research Board, SP 90.

White, F.L. (1952) Setting cements in below freezing conditions. ThePetroleum Engineer, Part 1, August , Part 2, September.

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