ML18025A248
| ML18025A248 | |
| Person / Time | |
|---|---|
| Site: | Susquehanna  |
| Issue date: | 06/14/1977 |
| From: | Curtis N Pennsylvania Power & Light Co |
| To: | Parr O Office of Nuclear Reactor Regulation |
| References | |
| Download: ML18025A248 (62) | |
Text
NRC FQRM 195 U.S. NUCLF~B REGULATORY CO). ION DOCKET NU I:"B (2.7B) 5D- ~K /ZB()
8 )q)0 FILE NUMBER NRQ DISTFIIBUTION FOR I7ARl 60 DOCKET WIATERIAL TO: FROM: DATC OF DOCUMENT Penn. Power & Light Company 6/14/77 Mr. Olan D. Parr Allentown, Pa. DATE RECEIVED Norman >Jo Curtis 6/17/77 ETTE R ENOTOBIZED PROP INPUT FORM NUMBER OF COPIES RECEIVED QQB IG INAL JUNC LASSIE I E D GCCPY Jnr~gg ~
DESCRIPTION ENCLOSUR'E Ltr. notorized 6/14/77 ~ ~ ~ . ~ trans the Consists of: additional information following.'D+P(TgrJ relative to their previous request to establish a cold veather concrete
~eze-'protection period of three days. ~
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PLANT NAIF.: Susquehanna 1 & 2 R JL 6/20//7 DI =Ta(8. RR. P.K-FOR ACTION/INFORMATION ENVXRHNMENTAL
~~ZGMD~~ ASSIGNED AD! Vo MOORE LTR
~MK1i G11TZiP' BRANCH CHIEF:
F~JE~TICA WAGER: PROJECT MANAGER:
l XCENSrNG ASS"STANT: LXCENSXNG ASSXSTANT:
Bo HARLESS INTERNAL 0 IST RI BUTION SYSTEMS SAFETY PLANT SYSTEMS SITE SAFE'1Y .&
HE'XNEMIAN TEDESCO ENVIRON ANALYSIS ROEDER BENAROYA DENTON & IlULLER ENGINEERXNQ XPPOLITO ENVIRO TECHo QMh. ERNST mz; OPERATING REACTORS BALLARD YOllNGBLOOD A. P.
BAER 4 VA BIJTLER GAMMILL 2 0 STOCKY GRIME i7 CHECK SITE ANALYSIS VOLLMER AT&I BUNCH Jo COLLINS R nBERG KREGER EXTERNAL DISTRIBUTION CONTROL NU~BER riC NSIC Dh< LA11 77>> />>O>>==~
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RFG IV ~J HANCHETT 16 CYS ACRS SENT CATI GO Y NBC FORM IBS (2.7B)
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TWO NORTH NINTH STREET, ALLENTOWN, PA. 18101 PHONE< (215) 821-5151 JUitj j.4 1977 gE~U)8(DI) tj 06$
4 Director of Nuclear Reactor Regulation 8 Attention: Olan D. Parr, Chief Light Water Reactors Branch No. 3 Docket Nos. 50-387 U.S. Regulatory Commission and. 50-388 Washington, D.C. 20555 SUSQUEHANNA STEAM ELECTRIC STATION COLD WEATHER CONCRETE SPECIFICATION ER 100450 FILE 840>>2, 150-1 PLA>>177
Dear Mr. Parr:
In accordance with a telephone dzscussion on June 1, 1977 between your Messrs. S. Minoi and C. Tan and our Messrs. R. McNamara and W. Barberich, we are submitting additional information relative to1;our previous request to establish a cold weather concrete freeze-protection period of three days ~
The Portland Cement Association, in their Bu11etin entitled "Cold-Weather Concreting" (copy attached.) includes the following general requirements "Fresh concrete must be protected against the disruptive effects of freezing. This danger exists until the degree of saturation of the con-crete has been sufficiently reduced. by the withdrawal of mix water in the process of hydration. If no water is available from outside the concrete (curing water, for example), the time at which this reduction is accomplished will correspond. approximately to the time at which the concrete attains a compressive strength of about 500 psi."
In addition, ACI306-66, Par. 1.10.1 states "Prevent damage to concrete from freezing and thawing at an early age. The degree of saturation of freshly-placed concrete, which has no access to an external source of water, will be reduced as the concrete hardens and. water is used in the hydration process.
Under such conditions, the time at which the degree of, saturation becomes reduced below the level which would cause damage by freezing corresponds roughly with the time at which the concrete attains a compressive strength of 500 psi. At temperatures of 50 F most well proportioned concrete will reach this strength sometime during the second day."
77i7i0i3't PENN 5 Y LVANIA POWER 8 L I GH T COMPANY
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With reference to our Susquehanna concrete mix test program to determine the effects of freezing and cold weather curing on strength, we are enclosing a copy of the test report, as prepared. by Bechtel Corporation, which supports the above-mentioned statements. The two concrete mixes which were tested were designated. C-1P and C-2P. These mixes were pro-portioned. to give a design strength of 4,000 p'si at 90 days. The normal experience on production tests in that these mixes will develop at least 5,000 psi at 90 days. They are the two most frequently used. mix designs I
for pro)ect Category structures. The primary purpose of this test was to verify that the Susquehanna concrete mix designs behave in the same manner as indicated by the above-mentioned. predictions. This purpose was accomplished and the expected results were verified.
We trust that this additional information addresses your concerns, and. that you will find the proposal for three day freeze protection to be acceptable for this pro)ect.
Very truly yours, Norman W. Curtis Vice President-Engineering and. Construction Sworn to, and, subscribed before me this, ".
day of > 1977 Notary Public My Commission expire RWM:JMD
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PORTLAND CEMENT I ASSOCIATION Cold-Weather Concreting Concrete can be placed safely throughout winter months if certain precautions are taken. For successful winter work, adequate protection must be provided when temperatures l)I III II of 40 deg. F. or lower occur during placing and during the early curing period.
GENERAL REQUIREMENTS Fresh concrete must be protected against the disruptive ef-fects of freezing. This danger exists until the degree of sat-uration of thc concrete has been sufficiently reduced by the withdrawal of mix water in the process ofhydration. Ifno water is available from outside the concrete (curing water, for example), thc time at which this reduction is accom-plished will corrcspond approximately to the time at which thc concrete attains a compressive strength'of about 500 psi.
Furthermore, protection sometimes must be afforded until the concrete has attained minimum properties re-quired by the environment and loading to which it will be exposed. Often, resistance of the surface to damaging ef- Fig. 1. Heated enclosures arc thc most effective means of protecting concrete during scvcre and prolonged cold weather.
fects of saturated freezing and thawing is the governing property. Sometimes, however, protection to assure freeze-thaw durability may not be adequate for structural safety.
To protect fresh concrete, plans should be made well in All concrete that will be exposed to freezing and thawing in advance. Appropriate equipmcnt should be available for service should contain the proper amount of entrained air e heating the concrete materials, for constructing cnclosurcs, Concrete that may be frozen before having had an oppor-and for maintaining favorable temperatures after concrete is tunity to dry out (after'curing) also should be airentrained placed. even though its later service environment may not involve To prevent freezing until protection can be provided, the freezing and thawing. Extra protection should be provided temperature of concrete as placed should not be less than after placement if airentrained concrete is not used during shown in line 4 of Table 1. In addition to the recommended cold weather.
nunimum temperatures of concrete as mixed, shown in lines 1, 2, and 3 of Table I, thermal protection may be re- High-Early-Strength Concrete quired. This is to assure that subsequent concrete temper-atures do not fall below the minimums shown in line 4, High strength at an early age is frequently desired during t
Table 1, for the periods shown in Table 2 to ensure durabil- winter construction to reduce the length of time protection ity or to develop strength. is required. The value of high-early-strength concrete during cold weather is often realized through early re-use of forms Air-Entrained Concrete It is desirable to use air-entrained concrete during cold ~See Air Entrained Concrete (IS04ST), Portland Cement Associ.
weather to reduce the possibility of freeze-thaw damage. ation, 1967.
Portland Cement Association 1975
Table 1. Recommended Concrete Temperatures for Cold-Weather Construction" (airwntralned concrete)
Moderately Very thin Thin massive Massive Line Condition of placement and curing sections sections sections sections Min. temp. fresh concrete Above 30 deg. F. 60 55 50 45 as mixed for weather as 2ero to 30 deg. F. 65 60 55 50 indicated, deg. F. Below 0 deg. F. 70 65 60 55 Min. temp. fresh concrete as placed, deg. F. 55 50 45 40 Max. allowable gradual For first 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> 50 40 30 20 drop in temp. after end In any 1 hour1.157407e-5 days <br />2.777778e-4 hours <br />1.653439e-6 weeks <br />3.805e-7 months <br /> 5 4 3 2 of protection
'Adapted from Recommended practico for cold weather concreting IAcl 308%6), American concrete Institute.
'Canadian Standards Association ICSA) Standard A23.1-73, Concreto Materials and Methods of Concrete Construe.
tlon, uses tha following four classifications to delineate size of section: least dimension less than 12 In.; 12 to 36 In.;
37 to 72 in.l and greater than 72 In.
Table 2. Recommended Duration of Protection for ing point of concrete should not be permitted. 'Ihe quan-Concrete Placed in Cold Weather" tity of these materials needed to appreciably lower the (alrwntrained concrete) freezing point of concrete is so great that strength and other properties are seriously affected.
Protection for durability at temperature indicated in line 4 of Table 1, days Degree of exposure Effect of Low Temperatures to freezing and Conventional High. early-strength thawing in service concrete"" concreted Temperature affects the rate at which hydration of cement No exposure occurs-low temperatures retard concrete hardening and Any exposure strength gain. Fig. 2 shows the age-compressive strength relationship for concrete that has been mixed, placed, and
'Adapted from Recommended Practice for Cold. Weather Concret.
Ing {ACI 306-66), American Concrete Institute.
"Made with ASTM Type I or II ICSA Normal or Moderato) co. Compressive strength, percent ment. of 28<ay 73'F. cured concrete t Made with ASTM Type III ICSA High.Early-Strength) cement, or I 40 Curing:
an accelerator, or an extra 100 lb. of comant par cubic yard. Specimens cast and moist-cured ol temperature indicated for first 28 days All moist-cured ot?3 F. Iherealler.
l20 Type r or Normal cement and removal of shores, savings in the cost of additional heating and protection,'arlier finishing of flatwork, and earlier use of the structure. High early strength may be ob- IOO tained by using one or a combination of the following:
- 1. Type III, IIIA,or High-I!arly-Strength cement.
.2. Lower water-cement ratios (that is, additional cement) 80 with any type of portland cement.
- 3. Higher curing temperatures (by steam curing or use of heated enclosures, for example).
60
- 4. Chemical accelerators.
Small amounts of an accelerator such as calcium chloride (a maximum of 2 percent by weight of cement) may be used to accelerate the setting and early-age strength devel- 40 opment of concrete in cold weather. Precautions are neces-sary when using accelerators containing chlorides where there is an inwervice potential for corrosion as, for example, 20 Mix dalai w/c roll o ~ 0.43 t
in prestressed concrete, or where aluminum or galvanized slump ~ 2 to 4 in.
inserts are contemplated. Chlorides are not recommended oir content ~, 4.6 percent for concretes exposed to soil or water containing sulfates or 3 7 28 90 365 for concretes subjected to alkali-aggregate reaction.
Age of test, doys Accelerators should not be used as a substitute for prop-er curing and frost protection. Also, the use of so-called Fig. 2. Effect of low temperatures on concrete compressive strength antifreeze compounds or other materials to lower the freez- at various ages.
c" Compressive strength, percent becomes more massive. Furthermore, at lower air temper-of 28-doy 73'F. cured concrete 80 atures more heat is lost from concrete during transporting and placing; hence, the recommended concrete temper-60 atures shown in lines 1, 2, and 3 are higher for colder iQ c+ weather.
-SVcng It is rarely necessary to use fresh concrete at a tempera-
.Sorel 40 ture much above 70 deg. F. Higlier concrete temperatures gyp e do not afford proportionately longer protection from freez-20 ttorrnot ing because the loss of heat is greater. Also, high concrete
'f pe%orr teated fad temperatures are undesirable since they increase thermal shrinkage, require more mixing water for the same slump, Mix data: cement content 5I7 lb.percu.yd. and contribute to the possibility of plastic shrinkage crack-w/c ratio 0.40 to 0.44 oir content 4.5-50 percent ing (moisture loss through evaporation is greater). There-80 fore, the temperature of the concrete as mixed should be maintained at not more than 10 deg. F. above the mini-60 mums recommended in Table 1. Temperatures as hi@ as 20 deg. F. above the values in Table 1 should be rare.
40 th
.Strong 20 . .So(n m or trtigtr HEATING CONCRETE MATERIALS pe or No't cement Fabricated ond cured ot 40'.
ot 3 The temperature of cement and aggregates varies with the Age of test, days weather and type of storage. Since aggregates usually con-tain moisture, frozen lumps and ice arc often present when Fig. 3. Early compressive strength relationships involving portland ccmcnt types and low curing tcmpcraturcs. thc temperature is below freezing. Frozen aggregates must bc thawed to avoid pockets of aggregate in the concrete after placing and, if thawing does take place in the mixer, to avoid excessively high water contents. Thawing frozen cured at temperatures between 40 and 73 deg. F. At tem- aggregates also facilitates proper batching.
peratures below 73 dcg. F., strengths are lower at early ages but higher at later periods. Concrete made with Type I or Aggregate Temperatures Normal cement and cured at 55 deg. F. has relatively low strengths for the first few days, but after 28 days has slight- At temperatures above freezing it is seldom necessary to ly higher strengths than concrete made and cured at 73 deg. heat aggregates. At temperatures below freezing, often only F. the fine aggregate is heated to produce concrete of the re-The higher early strengths that may bc achieved through quired temperature, provided the coarse aggregate is free of use of Type III or High-Early-Strength cement are illus- frozen lumps. If aggregate temperatures are above freezing, trated by Fig. 3. Principal advantages occur prior to 7 days.'t the desired concrete temperature can usually be obtained 40 deg. F. curing temperature, the early advantages of by heating only thc mixing water.
tlus type of mixture are more pronounced and persist long. Circulating steam through pipes over which aggregates er than at higher temperatures. arc stockpiled is a recommended method for heating aggre-It should be remembered that strength gain practically gates. Stockpiles should be covered with tarpaulins to retain stops when moisture required for curing is no longer avail- and distribute heat and to prevent formation of ice. Live able. Concrete that is placed at low temperatures (but steam, preferably at high pressure (75 to 125 psi), can be above freezing) may develop higher strengths than concrete injected directly into the aggregate pile to heat it, but vari-"'ble placed at high temperatures, but curing must be continued moisture content in aggregates might result in erratic for a longer period. It is not safe to expose concrete to mixing water control.
freezing temperatures at early periods. If freezing is per- On small jobs aggregates are sometimes heated by stock-mitted within 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, much lower strength will result. piling over metal culvert pipes in which fires are main-Concrete of low slump is particularly desirable for cold- tained. Care should be taken to prevent scorching the aggre-weather flatwork. During cold weather, evaporation is gates. 'Ihe average temperature of the aggregates should not slowed; hence, minimizing bleed water will lessen delays in cxcced about 150 deg. F., which is considerably lugher than finishing. necessary for obtaining recommended concrete tempera-tures.
Temperature of Fresh Concrete, Temperature of Mixing IVater The temperature of fresh concrete as mixed should not be less than shown in lines 1, 2, and 3 of Table 1. Note that Of the ingredients used for making concrete, mixing water lower concrete temperatures are recommended for heavy is the easiest and most practical to heat. The weight of ag-mass concrete sections because heat generated during gregates and cement in the average mix is much greater than hydration is dissipated less rapidly as thc concrete section the weight of water. Howevei, water can store five times as
much heat as can solid materials of the same weight. The Mixing woler iemperolure, degrees F.
average specific heat (heat units required to raise the tem- I 80 perature of 1 lb. of material 1 deg. F.) of the solid materials Mix data:
in concrete (cement and aggregates) may be assumed as l70 aggregate, 3,000 Itx moisture in aggregate,60 Ih 0.22 Btu per lb. per deg. F. compared to 1.0 for water. added mixing woler,240 lb.
60 oo Fig. 4 shows graphically the effect of temperature of ma-I r cement, 564 lb.
terials on temperature of fresh concrete. Thc chart is based I 50 on the formula:
l40 0 22(Trr IVa + Tc Wc) + TflUf >n nr T l30 0,22(IVa + lVc) + Wf + I >n l20 In the formula:
T = temperature in deg. F. of the fresh concrete. I 10 TTTf, and T>n temperature in deg. F. of the ag- IOO gregates, cement, free moisture in aggregates, and mixing water, respectively; generally, T, = Tf. 90 9p Wa, lVc, Wfv and lV,n weight in Pounds of the aggre- 80 gates, cement, free moisture in aggregates, and mixing 32 40 50 60 70 water, respectively. Weighted overage lemperolure ol aggregates ond cemenl, degrees F.
Fig. 4 is based on the particular mixshown; however, it is reasonably accurate for other typical mixes. Fig. 4. Tcmpcratwc of mbring water nccdcd to produce hcatcd con-If thc weighted average temperature of thc aggregates crete of required tcmpcraturc. Allhough this chart is based on thc and cement is above 32 deg. F., thc proper mixing water mixture shown, it is reasonably accurate for other typical mixtures.
temperature for the required concrete temperature can be selected from the chart. The range of concrete temperatures corresponds with recommended values given in lines 1, 2, spreading a layer of hot sand, gravel, or other granular ma-and 3 of Table 1. To avoid the possibility of causing a quick terial where the grade elevations allow it; or (3) burning or "flash" set of thc concrete when either water or aggre- straw or hay iflocal air pollution ordinances permit it. Con-gates ale heated to above 100 deg. F., they should be com- crete placing should be delayed until the ground thaws and bined in thc mixer first (before the cement is added) to ob- warms up sufficientl to ensure that it will not freeze again tain a temperature not to exceed 100 deg. F. for the aggre- during the curing period.
gates-water mixture; actually, the temperature should rarely The inside of forms, reinforcing steel, and embedded fix-exceed 60 to 80 deg. F. If tlus mixer-loading sequence is tures should be free of snow and ice at the time concrete is followed, water temperatures up to the boiling point may placed.
bc used, provided the aggregates are cold enough to reduce the final temperature of the aggregates-water mixture to appreciably less than 100 deg. F. COLD-WEATHER CURING" In some cases both the agyegates and water must be heated, as indicated in Fig. 4. For example, if a concrete Concrete in forms or covered with insulation seldom loses temperature of 70 deg. F. is required and the weighted aver- enough moisture at 40 to 55 deg. F. to impair curing. How-age temperature of aggregates and cement is below about ever, moist curing is needed during winter to offset drying 39 deg. F., the agyegatcs must be heated in order to limit when heated enclosures are used. It is important that con-the water temperature to 180 deg. F. crete be supplied with ample moisture when warm air is Appreciable mixing water temperature fluctuations from Used.
batch to batch should be avoided. The temperature of the Live steam exhausted into an enclosure is an excellent mixing water may be adjusted by blending hot and cold method of curing concrete because it provides both heat water. and moisture. Steam is especially practical during extremely cold weather because the moisture provided offsets the rapid drying that occurs when very cold air'is heated.
COLD-WEATHER PLACING Early curing with liquid membrane-forming compounds may be used on concrete surfaces within heated enclosures.
Concrete should never be placed on a frozen subgrade be- It is a better practice; however, to moist-cure the concrete cause uneven settlement may occur when the subgrade first and then apply a curing compound after protection is thaws. This can cause cracking. Also, heat will flow from removed and air temperature is above freezing. The heat thc concrete; retarding its rate of hardening and creating liberated during hydration of cement will offset to a con-thc possibility that the lower part of the slab may freeze. siderable degree the loss of heat during finishing and early Ideally, the temperature of the subyade should be as close curing operations.
as practicable to the temperature of the concrete to be placed on it.
When the subgrade is frozen for a depth of only a few ~Additional Information on curing methods is given in Crrring of inches, the surface may be.thawed by: (I) steaming; (2) Conc>ere (ISI SST), portland Cement Association, 1974.
pit). 5. Blanket insulation can be cffcctive for protecting concrctc from frcuing temperatures.
Table 3. Relative fffectiveness of Insulation Insula ting Materials Equivalent Heat may be retained in the concrete by use of commercial Type Description k. thickness, insulating blanket or bat insulation (Fig. 5). The effective- in.
ness of insulation can be determined by placing a thermom.
eter under the insulation in contact with the concrete. If Blanket Mineral fiber, processed 0.25 rock, slag, or glass the temperature falls below the minimum required, addi-tional insulating material should be applied. Corners and Board Expanded polyurethane 0.16 0.64 edges of concrete are most vulnerable to freezing and Expanded polystyrene, 0.19 0.76 should bc checked to determine effectiveness of the pro- regular iextruded) tection. Expanded rubber frigid) 0.22 0.88 Estimates of insulation requirements for protection of G lass fiber 0.25 1.00 Cork board 0.28 1.12 various types of concrete work exposed to various tempera- Mineral fiber iresin 0.29 1.16 ture conditions are shown in Figs. 6, 7, and 8. The insula- binder) tion should be kept in place for the period of time shown in Building fiberboard 0.38 1.52 Table 2 to assure that the heat generated during cement Cane or wood fiber 0.38 1.52 hydration is conserved within the concrete. This heat is gen- Cellular glass 0.40 1.60 erally sufficient to prevent the temperature of the concrete Wood shredded tcernented) 0.60 2.40
~
from falling below that at which it was placed. The curves Lumber 0.80 3.20 in Figs. 6, 7, and 8 are based on blanket-type insulation Fill Wood pulp 0.27 1.08 with an assumed conductivity of 0.25 Btu per sq.ft. per 1.20 Wood fibers 0.30 hour3.472222e-4 days <br />0.00833 hours <br />4.960317e-5 weeks <br />1.1415e-5 months <br /> per deg. F. per in. tluckness. The values are for still air Mineral wool 0.37 1.48 conditions and willbe different where air infiltration due to Perlite 0.37 1AB wind occurs. Equivalent thicknesses for other commonly Sawdust 0.45 1.80 used insulating materials can be determined from Table 3 or Vermiculite 0.47 1.88 by consulting manufacturers'iterature. For maximum effi-ciency, insulating materials should be kept dry and in close ' Is tho conductivity In Iitu/sq.f t./hr./dog.F./in. of thIckness ac-contact with either concrete or form surfaces. cording to manufacturers'ltorsturo snd ASHRAE Handbook Forms built for repeated use often can be economically of Fundarnanrals, published by tho American Society of Host.
Ing, Refrigeration snd Air-Conditioning Engineers, Inc., New insulated (Fig. 9). Commercial blanket or bat insulation York, N.Y., 1972,
Surrounding air temperature, degrees F.
40 P
50 +
dr 20 IO 0
-IO
-20
-50 400 lb./cu.yd 500 lb./cuyd 600 IIK/
cu. yd.
-40 0.5 I.O I.5 2 0 0.5 I.O I 5 20 0.5 LO I.5 2.0 Thickness of commercial blanket or bat insulation,ln.
Fig. 6. Insulation rcquiremcnts for concrete walls and shbs above ground for various air temperatures, concrete section thick-nesses, and cement contents (concrete placed at 50 deg. F.).
Surrounding olr temperature, degrees F.
40 50 P rO
/j 20 rO IO A'
'4 o 0
4
-I 0 4 4
4
-20
-50 600 400 Ib./cuyd. 500 lb./
lb./cu. yd. cu. yd.
-40 05 IO I,S 2.0 0.5 I.O I.S 2.0 0.5 I.O I.S 2.0 Thickness of commercial blanket or bal insulotion,in.
Note: Thickncsscs of less than 6 to 8 in. are not shown in this chart bccausc insulation alone will not maintain the tcmpcraturc of concrete at the required 50 dcg. F. duc to the influence of cold subgradcs on thin slabs. In such cases it will be necessary to supply additional heat by using higher concrete placing temperatures, prchcatcd subgrades, clcctrical heating wires under the insulation, or heated cnclosurcs, dcpcnding on thc scvcrity of thc weather.
Fig. 7: Insulation requirements for concrctc slabs on ground for various air temperatures, shb thicknesses, and cement contents (concrctc at 50 dcg. F. placed on ground at 40dcg. F.).
Surrounding oir temperoture, degrees F.
40 ee
~
/0/n
~o O.
20 Io
-lo
-20
-30 400 lb. /cu. yd 500 Ib./
cu. yd. cu. yd.
-40 0.5 I.o t5, 2.0 0.5 I,o I.5 2.0 0.5 Thickness of ccmmerciol bionket or bot insulation,in.
I.o I.5 2.0 Note: Thicknesses of less than 8 to 10 in. arc not shown in this chart bccausc insulation alone will not maintain thc tcmperaturc of concrctc at the required 50 dcg. F. due to the influencc of cold subgrades on thin slabs. In such cases it will bc ncccssary to supply additional heat by using higher concrctc placing temperatures, prchcatcd subgradcs, clcctrical heating wires under the insulation, or heated enclosures, dcpcnding on thc scvcrity of the weather.
Fig. 8. Insulation rcquircments for concrete slabs on ground for various air tcmperaturcs, slab thickncsscs, and ccmcnt contents (concrete at 50 dcg. F. placed on ground at 35 deg. F.).
infiltration of wind, to keep the straw or hay dry, and to prevent it from blowing away.
Heated Enclosures Heated enclosures are commonly used for protecting con-crete when air.temperatures are near or below freezing.
They can be made of wood, canvas, building board, plastic film, waterproof paper, or other suitable material.
Wood or metal framework is commonly covered with jinni tarpaulins or plastic film (Fig. 10). Such enclosure should be safe for wind and snow loadings and reasonably airtight, with ample space provided between concrete and enclosure to permit free circulation of the warmed air.
Enclosures may be heated by live steam, steam in pipes, hot-air blowers, salamanders, and other heaters of various types. Control of the enclosure temperature is easiest with live steam, although icc may form on the enclosure. Steam is also advantageous because of the ever-present hazard of Fig. 9. Insulation may be applied to thc outside of jobkuilt or prc- fire in heated enclosures. Strict fire prevention measures fabricatcd forms.
should be enforced.
Hot-air blowers that are fired by oil, natural gas, or liquefied petroleum gas are perhaps the next best source of used for this purpose should have a tough moistureproof heat for enclosures, provided the units are of the type in covering to withstand handling abuse and exposure to the which exhaust gases can be vented to the outside air (Fig.
weather. 11). Ideally such heaters should be located outside the en-Concrete pavements can be protected from cold weather closure while blowing hot air into it.
by using 6 to 12 in. of dry straw or hay as the insulation Oil- or coke-burning salamanders are easily handled and material. Tarpaulins, polyethylene plastic film, or water- inexpensive to operate. They are convenient for small jobs proof paper should be used as a protective cover to inhibit but have several disadvantages. They produce a dry heat, so
7 yV g i)
Pig. 10. Polyethylene plastic film is used to fully enclose a building frame. The tcmpcrature inside is maintained at50dcg. F. with hcatcrs.
care must be taken to prevent drying of the concrete, espe-cially near the heating element. When placed on floor slabs they should be elevated and the concrete near them pro-tected with damp sand.
Salamanders and other fossil fuel-burning heaters pro-duce carbon dioxide, which combines with calcium hydrox-ide in fresh concrete to form a weak layer of calcium car-bonate on the surface. When this occurs, unformed surfaces such as floors will dust under traffic. For this reason, sala-manders or other heaters that produce carbon dioxide as a by-product should not be permitted in a building or enclo-sure during the casting operations or for the following 36 hours4.166667e-4 days <br />0.01 hours <br />5.952381e-5 weeks <br />1.3698e-5 months <br /> unless properly vented.
Since considerable variations in temperature within a heated enclosure can occur in very cold weather, care must Pig. 11. Oil.fired hcatcrs with blowers arc frequently used to heat be taken to minimize such differences. They may be caused enclosures. Such heaters should always contain provisions for vent- by cold air circulation due to a poor seal in the enclosure, ing.
poor location of heaters, or an insufficient number of heaters.
Rapid cooling of the concrete at the end of the heating period should be avoided. Sudden cooling of the concrete surface wMle the interior is still warm may cause cracking, especially in massive sections such as bridge piers, abut-ments, dams, and large structural members. Cooling should be gradual so the maximum drop in temperature through-out the first 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> and during any one hour will not be t more than that given in lines 5 and 6 of Table 1. Gradual cooling can often be accomplished by simply shutting off
the heat and allowing the enclosure to cool to outside air concrete without entrained air. Also, all concrete should be temperature. allowed to undergo some drying before exposure to freez-ing temperature because new concrete in a saturated condi-Curing Period tion is vulnerable to freezing.
After concrete is in place, it should be kept at a favorable curing teinperature until it gains sufficient strength to with- REFERENCES stand subsequent exposure to low temperatures and antici-pated environment and service loads. For durability, the 1. Cold Weather Ready Mixed Concrete, Publication No.
concrete should be kept at the temperature shown in line 4 130, National Ready Mixed Concrete Association, Sil-of Table 1 for the period of time shown in Table 2. For the ver Spring, Md., 1968.
development of sufficient strength to carry imposed loads, 2. Concrete Manual, Seventh Edition, U.S. Bureau of Rec-the judgment of the structural engineer may be guided by lamation, Denver, Colo., 1963.
strength tests of job-cured cylinders. Ifstrength-time curves
- 3. Concrete Materials and Methods of Concrete Construc-similar to those in Figs. 2 and 3 have been developed for tion (A23.1-1973), Canadian Standards Association, the materials to be used in the job, such curves may also Rexdale, Ont., Canada, 1973.
assist the decision of the structural engineer.
Curing or protection time will vary according to type 4. Kauer, J. A., and Freeman, R. L., "Effect of Carbon and amount of cement, use of accelerators, size and shape Dioxide on Fresh Concrete," Journal of the American of concrete mass, required strength and future use of the Concrete Institute, Proceedings Vol. 52, December structure. The concrete should not be subjected to freezing 1955, pages 447454.
in a saturated condition before reaching the design strength. 5. Klieger, P., Curing Requirements for Scale Resistance of Concrete, Research Department Bulletin 82, Portland Cement Association, Skokie, Ill., 1957.
FORM REMOVAL AND RESHORING 6. Klieger, P., Effect of Mixing and Curing Temperature on Concrete Strength, Research Department Bulletin It is good practice during cold-weather concreting to leave 103, Portland Cement Association, Skokie, Ill., 1958.
forms in place as long as job schedules permit. Even within 7. Panarese, William C., "Follow These Precautions for a heated enclosures, forms serve to distribute heat more even- Good Winter Concreting Job," Plant Management and ly and help prevent drying and local overheating. Engineering, Vol. 24, No. 2, February 1962, pages Without careful simultaneous reshoring, it is hazardous
~
19-21.
in freezing weather to remove shores even temporarily be- 8. Powers, T. C., Prevention of Frost Danube to Green
. fore suitable tests show conclusively that the specified Concrete, Research Department Bulletin 148, Portland strength has been attained. Ordinarily, for temporary re- Cement Association, Skokie, Ill., 1962.
moval of support from an entire panel during reshoring, attainment of 55 to 65 percent of the design strength is suf- 9. Powers, T. C., Resistance of Concrete to Frost at Early ficient. Ages, Research Department Bulletin 71, Portland Ce-ment Association, Skokie, Ill., 1956.
Reshores should be left in place as long as necessary to safeguard each member and, consequently, the entire struc- 10.Reconvnended Practice for Cold-IVeather Concreting ture. The number of tiers reshored below the tier being (ACI 306-66/, American Concrete Institute, Detroit, placed and the length of time reshores remain in place are Mich., 1966.
dependent on the development of sufficient strength to carry dead loads and any construction loads with adequate factors of safety.
NOTES ON FROZEN CONCRETE Temperatures below freezing are harmful to fresh concrete.
Concrete that is allowed to freeze soon after placing gains very little strength and some permanent damage is certain to occur. Concrete that has been frozen just once at an early age may be restored to nearly normal strength by pro-viding favorable curing conditions. Such concrete, however, is not as resistant to weathering nor is it as watertight as concrete that has not been frozen.
The critical period after which concrete is not seriously damaged by one or two freezing cycles is dcpcndent upon concrete ingredients and conditions of mixing, placing, cur-ing, and subsequent drying. For example, air-entrained con-crete is less susceptible to damage by early freezing than
0 KEYWORDS: accelerators, cold weather construction, concrete, curing, heat-ing, hydration, insulated forms, insulation, portland cements, salamanders, steam curing, temperature.
ABSTRACT: Describes procedures for satisfactory cold-weather concreting.
Discusses effects of low temperatures on fresh concrete and outlines methods of obtaining highcarly-strength concrete and heating concrete materials. Cur-ing methods and duration as well as removal of forms, reshoring, and frozen concrete are discussed.
REFERENCE:
Cold-IVcarher Concreting (IS I 54.05T), Portland Cement Asso-ciation, 1975.
Tins publication is based on the facts, tests, and authorities stated herein. It is intended for the use of professional personnel competent to evaluate the significance and limita-tions of the reported findings and who will accept responsibility for the application of the material it contains. Obviously, the Portland Cement Association disclaims any and all responsibility for application of the stated principles or for the accuracy'f any of the sources other than work performed or information developed by the Association.
PORTLAND CEMENT l I ASSOCIATION An organisation of cement manufacturen to improve and extend lhe uses of porliand cement and concrete through scientific research, engineering field work, and market development Old Orchard Road, Skokie, Illinois 60076 54.051 Printed in U.S.A.
Coplay Cement Mfg. Co. I S1 Member of the Portland Cement Association
TEST PROGRAN RESULTS FOR CHANGE IN MINTER CONCRETE'CURE PROCEDURES C~
/
By W. K. FLINT 12-14-76 Up-Da ted Cop i es to Fo I I ow-28-90 Day Compressive Strengths Petrographic Analysis for C-I-P Hix
TABLE OF CONTENTS Section I .:Format for Testing Program, Pages 1 thru 3
.Section II C-1P Mix Plots (1) Tabulated Data for Refrigerated and 'Lab Cured Specimens (2) Plot of Compressive Strength Vs Age-Laboratory Cure at 73F and 40F
'3)'lot'7 of Compressive Strength - Percent of Day Laboratory Cure at 73F and 40F (4) Plot of Compressive Strength - Percent
.. of 28 Day at 73F and 40F
.(5)'.Tabulated Data for Concrete Cured, Frozen and the Cured at 73F:
(6) Spe'cimens Moist Cured at 40F and 73F Plot of 8 Day Compressi , Strength as a Percent of, 7 Day with 73F Cure vs Age
{7) Plot of 8 Day Compressive Strength as a Percent of 28 Oay 73F Cure vs Age Note: Supplements will, include 90 Day Strength Reports Section III C-2P Mix Plots
. (1) Tabulated Data for Refrigerated and Laboratory Cured Specimens (2) Plot of Compressive Strength vs Age
{3) Plot as Compressive Strength Percent of 7 Day at 73F Cure (4) Tabulated Data for Concrete Cured, Frozen and then Cured at 73F (5), Plot of 8 Oay'ompressive Strength as a Percent of 7 Day Strength 73F Cure vs Age 1
Note: Supplements wi I I include 28 and 90.
Oay Strength Data.
TABLE OF CONTENTS w2 w Section IV Work Sheets Showing'alculations Used to Develop 7 Day, 28'Day and 90 Day Average Compressive 'Strength of Mixes C-.IP. and C-2P
.Section V U.S. Testing Report "Freeze Testing of Concrete" Pgpru El 'PQ 1g) IR-I>"?(i Q $ Ql X' 1
.0 TEST PROGRAM FOR A CHANGE IN WINTER CURE PROCEOURFS
- j. 0 .. C-IP MIX OES IGN Reason Make ba tch 'f all test cylinders.out 'of con ere te.
one ~ All tests will concrete be from sa'me batch.
and data wil I be comparable.'CI of
- Each test,'set wil'1 consist of 301 - Requir'ement for Lab Tests,
.3 cyl.inders each. Sect ion. 3. 8; 2. I; 1,"Make 'one'et of cylinders for 3, 7;.. Control "cylinders to provide baseline 28, 90 day breaks.. These cyl i'nders curve for batch.
wi1,l be fabricated and cured per ASTM C-31 and tested in accordance'ith a~
ASSAM-C-39.
12 Cylinders Required s
Matrix
)
Oa fc 1
t rs Acceptance of strength to be based on 28 day strengths.
~
90 day strengths fo'-record.
28 ~ e a
90 P
h
- 2. Process 36 cyl inders as follows:
A. Make and cure two sets of cyl inders - 40o (+5, '-0)
<8 40o for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, freeze for - 24 Hours assumed to freeze cylinder to 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, and then immediately center of cylinder., Freeze @ 20 +- 5 F.
place in fog room and break at 28 t'.
and 90 days.
Make and cure 'two sets of cyl inders test sequence will show 40 for 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br />, freeze for 24 Note:
'8.Thisand 90 day strength results hours, and then immediatel place. du'e to a freeze. (Analygous to h
r . in fog room and break at 2 and a.cure for say 3 days and then.
~
90 days. cure removal with a subsequent freeze, followed by good weather.
.t C, 0, E 6 F follows A 6 8 per ma t r ix ou t 1 ined be 1 ow. ~ ~
ACTl V I TY .
DAY - MAKE CYLINDERS 6 CURE 40o 40'0'0o 4po 4po Freeze 40 40'0'0'0'ure g Freez 4po .4p 4po 73o 40'ure
~
'30p Freeze 4po 40' 40o Cure p Freeze 40o Oo 73o
'ure Freez 40 Cure Freeze P e 730 Cure.
28 fc fc fc fc 90 fc fc fc fc fc
- 3. Conduct a Pet rographi c Ana 1ys i s for crys ta i - 1 . Applies to floor slabs to receive zation damage due to freezing for the first coatings or toppings. Test will 5 days of preceding test (Test 0'2) DR-Mielenz. indicate when dusting due to freezing can be expected to occur and the No extra cylinders required. effects of freezing.
~ e3 w f \~
r I
- 4. Hake up 6 sets of 3 cylinders each Oetermine when concrete reaches fc = 500 and cure at 40 F (+5, -0o) arid break Portland Cement Bulletin on cold psi'er each set at one day intervals. weather concreting (No. ISI54-05T issued 1975)'nd provide control strengths for Haarix (Cure Ce 400 F (+5, -Oe) 'enti,re, week at low .allowable temperature 40o..
'f A e Fc I Oay 3, ~ II 4
I.
18 Cy I i nd ers requi red ..'
~ Total Cyi inders'equired:
0 Test 12
¹2
¹I'est 36' ~, ~
Test ¹3 Test ¹4 18 66 Cylinders I
Freezer Space Required (20 F +-5 F) is 6 Cyl inders maximum.
Cooler Space Required (40 F +5 , -Oo F) is 60 Cy,linders maximum.
Curing Room Space Required is 60 Cylinders.
Approximate Total Weight of Concrete Haterials is 2200¹ - ..
10/15/76
II I'
P ..
eV~leOERS 6/MP//
REFRIGERATED AT 40'E CA'MPH
..../= IP 0/NP8 QÃPH TABULATED EI/ITA ',::.'.;"
. TEST'OerPDL'CY I t'iPAPB 7j 2 8/'ED QNPB'B--
T 73 "7 CANPA
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C 'Igm r 'r r O~ rr 0 AVa NO'W UNtTCD+TAT~S TCSTtNG t:OMt Y, INC. 1415 PARK AvENuE, HOBOKEN, NEW JERSEY 07030 (201 2 2400 "Cg~: Laboratories in Principal Cities EST. 1880 TRANSMlTTAL Tp-. Bechtel Power Cor oration December 10, 1976 Post Offi'ce Eox 384. PRpJECT. Susou hanna Ste m Electric--Statien =- Units 1 and 2 - S5ubcontr act 8356-C-9 Beraick Pa. 18503 SUBJECT. Freeze Testin of Concr te, .Notice ATTENTIppj: tlr. E. E. Felton . of Test Pe uire7ant No. C-142. We are sending you this date by the following:, COPIES REPORT DATE SUBJECT 44250 - 185 12/10/76 Freez Testing of Concret., Hotice of Test Requiretrent Ho. C-142. (AmC.dad to include 28 Day Tests) REMARKS: cc: tlr. M. Hihalko = ~ I FOR: I 5 5 I UNITED STATE S TESTING COMPANY, INC. ~ ~ \ ~ J'e5 '.. o4 ~5 j Harv y Feins e n, P.E. ~~ ~ Pr ojact Hanager ~} \~ = ~ 1 ~ '4 A '8 ~ I ASLI8HES I 880 Unit States Testing Com~y, Inc. HOBOKEN, N. J. 07030 TELEPHONE: 20 l.792.2400 REPORT Client: NUMBER - Bechtel P'ower Corporation Post Office Box 384 44250 'Rt4t Io CDa . Berwick, Pa'. 18603 ~)'eport No. 185
Subject:
Freeze Testing of Concrete, Notice of . November 22, 19 No. C-142. Test'equirement Amended to inclui 28 Day *Tests. (p Project: Susquehanna Steam Electric Station December 10, 19 Units 1 'and 2 . Subcontract 8856-C-9
~51 Ot
?dentity: Cement, Coplay II Batch Mater Hunlock Sand 3/4" Aggregate Flyash
'. Source: Job-site Sample Date: November 11, 1976 Sampled By: U.S. Testing, Company Personnel Test Location: Site Lab. directed by D. Edley 90 Day results to be reported upon completion.
, I)Q Il /g y
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.c i oi 5 Umt4:d States Teats Cpmpmy, Lac..
as rvey Feinsteln~.E. Project Manager OUIY I,CTTCSS AHD HCSOATS AllC I OH THC CZCI.UCIVC USC OC THC CI ICNT TO WHOH THCY AAC AOOllCS ~ CO AND THtlll COVHUHICATIOH TO AHT THC USC OS THC NAHC OC VNITCD ~ TA'YCS TCSTIHO COHl ANY INC, IIUST IICCCIVC OVII PIIIOH IYIIITTCH AASIIOVAI OVll I CTTCll ~ AHD IICYOHTS At~YOTH CAD Ot THC SAUDI,C TCSTCD ANO AAC NOY NCCCSSASIVY IHDICATIVC OY THt OVALITIC~ OC Al'AAlltHTI,YIOCHTICAI Dll CIHIIAA I'HDOVCTS. ~ AHRI.CS OHI,Y TO
Un .ed States Test1ng Company, ln CLIENT: Number Bechtel Power Corporation 44250 Berwick, Pa. 18603 . Report No. 185 November 22, ll Test Data and Results
. Mix, .C-1P; "Performed under the direction of D. Edley" Batched: . 2:30 A.H., ll/10/76 Total Cylinders:
Workability: Sl ump:
'.'-,.1/4"
. 66 (11 Sets 9 6 each)
Good
, Air: '. = '5.2X,
. Concrete Temperature:, 64o F. (Air Temp, 69 F.)
, Wet Unit Height: '
145.2 lbs./ft.3
'et Numbers; FT 2897 (Standard Curing Set)
FT 2898 (Standard Curing Set) FT 2899 FT 2900
~
FT 2901 FT 2902 FT 2903 FT 2904 FT 2905 FT 2906 FT 2907 S.S.D. Batch Heights (lbs.); H/C = 0.52 Cement II: 612 Flyash: 523 Fine Aggregate: 1284 Coarse Aggregate: 1693 Hater: 318 Water Reducing Agent: 16.7 oz. Air Entraining Agent: 7.4 oz.
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\ s 0) Un d States Testing Company, in CLIENT: Number Bechtel Power Corporation 44250 Berwick, Pa. 18603 'eport Ho. 185 November 22, 19>
I. Compressiori'. Results of "Standard Cure" Cylinders; (P.S. I.) ASTM C-39-71 & ASTi4l C-31-69 11/14/76 11/18/76 12/9/76 2/9/7.7
~C1 inders ~83 Da ~87 oa ~928 Da ~neo oa FT 2897 A . 2,000
. FT 2897. B 2,123
', FT 2897 C 2,088 FT 2897 D 3,260 FT 2897 E 3,080 FT 2897 F 3,110 FT 2898 A : 5040
'o be FT 2898 B 5360 reported FT 2898 C '990 upon FT 2898 D ..completion.
FT 2898 E FT 2898 F
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Uni States Testing Company, tnog CLIENT: Bechtel Power Corporation Number Berwick, Pa. 18603 . 44250 Report Ho. 185
'ovember 22, 19i II. ~hedule and Bireaks for "Freeze" Cylinders;
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'nitial ofCureCure= = 40 F. (+ 5o - Oo)
Freeze 20 F. (+ 5 ).24 hr: Date Age. s FT 2899 A- F FT 2900 A-F '.- C linder. FT 2901 F Numb'ers FT 2902 A - F FT 2903 40'T A - F A 2904
- F 40'00
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' 40o 40o
.11/12/7.6 11/14/76
. 2 3
Freeze Cur.e. 8 " 40o Freeze'0o40' 40'0o40'0o 40o 40'k/13/76. 73o F. 40'1/15/76 4 Cure 8 Cur'e 8 40o 400
.73o F. 73o F Freeze'ure 40'0o 1'1/16/76 5 Cure 8 Cure 8 8. Freeze .. '40o 73o F; 73o F. 73o F..
l/17/76 6 Cure 8 Cure 8 Cure 8 'ure ~ Freeze 40o . 73o F.. 73o F. 73o F. 73o 5'. l /18/76 7 Cure 8 Cure 8 Cure .8 Cure 8 Cure 8 Freeze 73o F. 73o F. 73o. F. 73o F. . 73o F. Cure 12/9/76 28 A. 5090 A. 4970 A. '4710 A. 4720 A. 4220 A. 4280 (Breaks)B. 4970 B. 4940 B. 4610 B. 4690 B. 4270 B. 4180 psi C. 5170 C. 5040 C. 4950- C. 4700 C. 4470 C. 4060
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2/9/77 90 (Breaks)D.
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- D D~ D D E.. E. E. .E. E. E.
F. F. F. F. F. F. I I NOTE: A Petrographic Examination of 28 Day Breaks for Series, FT 2899 thru FT 2903, will be issued upon completion. (A representative sample from each set),
".90 Day "D" Cylinders removed from schedule and broken 11/19/76 for Petrographic Examination as per Bill Flint.. E & F Breaks to be reported upon completion.
.(Sent to Erlin & Hime by Bechtel}
Cylinders broken 8 ll/19/76 r for Petrographic Examination;
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'T 2899 D 31 09 FT 2900 D 3188 '
T 2901 D 2850
.~~FT 2902 D 2778 FT'2903- D '2636 FT 2904
'658 D
~ Q U d States Testing Company, tn CLlENT: ' Number Bechte1 Power Corporation 44250 Berwick, Pa. 18603 Report Ho. 185 November 22, 19 III. Schedule of Breaks for Cylinders Cured 9 40 F. (+5o - 0o), P.S.I.:
(Dates Broken' I/ 1 4/ ~ 11/12/76 1'1/13/76 11/14/76 11/15/76 11/16/76 11/17/
~C1 inders ~91 Da ~82Das ~83Das ~$ 4Das ~8SDas 9.5 Da FT 2905 A 231 FT 2905 B 231
. FT 2905.C 206 FT 2905 D 5'70 .
FT 2905 E 488 FT 2905 F 554 FT 2906 A 920 FT 2906 B 885 FT 2906 C 938 FT 2906 D .1402 FT 2906 E 1362 FT 2906 F '1362 FT 2907 A '415= FT 2907 B 1411 FT 2907 C ~ 1428 FT 2907 D 1657 FT 290? E ~ 1556 FT 2907 F 1556 cc: ter. E. E. Fe1ton' Hr. M. Niha1ko Page 5 =
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SUSQUEHANNA STEAM ELECTRIC STA.
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~r..~ HOBOKEK!, N. J. 07030 TKLLPHONE: 201 752 2r100 "k~"-'2) I REPORT C1icnt: NUViBER Bechtel Power Corporation
*44255 Post Office Box 384 Berwick, Pa. 18603 g4.55 tO Chia ~)
'eport No. 188 S,bj<<t: , Freeze Testing of Concrete,'otice of Test December 10, 1976 Requirement No. C-,142, Rev.'. Amended to incluc.
28 Day Results. Project: Susquehanna Steam Electric Station . January 3, 1977 Units 1 and 2 Subcontract 8856-C-9 Amended to include 90 Day Test Resul Harch 7, 1977
~Sass 1 a Data Identity: Cement, Coplay II
. Batch itater Hunlock Sand 1-1/2" Aggregate Flyash Source: Bechtel Batch Plant Sample Date: December 1, 1976 Samipled By: U.S. Testing Company Personnel Test Location: Susquehanna Field Lab.
. Test Data and Results l1ix, C2P Batched: 6 Yds. at 12:47 P.N., 12/1/76 Ltorkability: Good Slump: 2-3/4" Air: 3.6X Concrete Temperature: 6lo F. (Air Temp. 29o F.)
Met Unit Height: 145.3 ir/ft3 Umtcdr St2(cz Tc~t1ag Comp"ay, Irc. as .. c."-<~
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r Un Statos Testing Compar.y, in CLIENT:. ~ 6- 980 Number C Bechtel Po:ier Corporation 44255 Berv<ick, Pa. 18603 Report flo. ',=- December 10, Test Data and Results Cont'd. Set Vumbers: FT 2992, A thru L (Standard Cure) FT 2993, A thru I (40o F., Cure)
. FT 2994, A thlu I (40o F., Cure)
FT 2995, A thru I FT 2996, A thru I FT 2997, A thru I FT 2998, A thru FT 3005, A thru I
. FT 3006, A thru S.S.D. Batch Heights (lbs.);
6 Yds. 1 Y(j. Cement I I: 2944 491 Flyash: 520 87 Fine Aggregate: 7,760 .11293 3/4" Coarse Aggregate: 5,680 947 1-1/2" Coarse Aggregate: 5,280 880 1~1
~era 1,'480 247 Mater Reduc',ng ".g nt; 05 oz ~ 16 oz.
Air Entraining Agent: 64 Oz. ll oz. Page 2
g ar Unit d Statos Tooting Comp".ny, Inks CLIENT:. flumber Bechtel Pouter Corporation 44255 Bertiick, Pa. 18603 Repoi t Ho. 18"- Deceri>ber 10, I. ."Standard Cure" cylinders (P.S. I.); ASTH C-39-71 E( ASTI( C-31-69 C 1 inder Ho. ~30a ~70a ~28 Da 90 Da~ FT 2992, A 1890 FT 2992, B 1'820 FT 2992, C 1850 FT 2992, D'T 2730 2992, E '2840 FT 2992, F 2830 FT 2992, G 4600 FT 2992, H 4600 FT. 2992, I ~a
~0 4530 FT 2992, J 6000 FT 2992, K ~ I
~ \ "'520 FT 2992, L 4720
Unl States Testing Company, inc. 4 659 +0 cL<Et47: Number Bechtel Pokier Corporation 44255 BeN(ick, Pa. 18603 Report tlo. 188 December 10, l-:. II. Cylinders Cured 8 40 F. (+5o - Oo), P.S. I.;
~Cl i d I . ~10 ~2Q ~3II ~40 ~6Da ~6Da ~8Da FT 2993, A 220 FT 2993, B 210 FT 2993, C 210 FT 2993, D 740 FT 2993, E 710 FT 2993, F 780 FT 2993, G 1040 FT 2992, H, 1050 FT 2992, I 990 FT 2994, A 1310 FT
~s 2994, B
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'300 FT 2994, C 1200 FT 2994, D 1470 FT 2994, E 1530 FT 2994, F 1520 FT 2994, G 1860 FT 2994, H 1770 FT 2994, I 1840 FT 2992, Al 2070 FT 2992,. A2 1860 NOTE:
FT 2992, Al & FT 2992, A2 added as Per Nr. Sawicki, PPL & Nr. Flint.
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- Bechtel Power Corporation 44255 Berwick, Pa. 18603 . Report No.
10, 1":: 188'ecember II. "Freeze" Cylinders, Cured at 40 F., Frozen and Cured at 70 F. in accordance with the schedule in H.T.R. 7-',"142', Rev. 2.'ll breaks, P.S. I.
"C 1inder Numbers" A e (Days FT 2995 FT 2996 FT 2997 FT 2998 FT 3006 FT 3006 40' 40o 40o 40o 40o 2 'reeze 40o 40o 40'0o 40'0o Cure 8 Freeze 40o . 40'0'ure
. 73o F.
'9 73o F.
Cure 9 . Freeze 40o 40'0o.. Cure 8 Cure 8 Cure 9 Freeze . 73o F. 73o F. . 73oF; 40'0'reeze Cure 9 Cure 9 Cure 8 Cure 9 40o 73o F. 73o F. 73o F.. Cure 9 Cure 9 Cure 8 Cure 8 Cure 8. Freeze 73o F. 73o F. 73o F. 2 A. 2480 A. 2920 A. 2810 A. 2570 A. 2310 A. 2360 B. 2590 B. 2780 B. 2770 B. 2630 B. 2300 B. 2100 C. 2810 C. 2950 C. 2890 C. 2620 C. 2290 C. Z110
'28 D. 4560 D. 4550 D. 4490 D. 4320 D, 4610 D. 4580 E. 4350 E.. 4810 E. 4590 E. 4510 E. 4350 E. 4950'.
F 4350 F. 4600 F. 4450 F. 4390 . F. 4260 4320 90 G.. 5790 H. 5450 I. 5010
~-;n G. 6120 H.. 6120 I.
C 6260 jc7 G. H. 5750 I. 5930 6100 G. 5790 H. 5840 I. 5710 '. G. 5640 H. 6090 5500 G. H. 5840 I;. 6070 6210 cc: Nr. E. E. Felton Hr. M. HIhalko
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