AN INVESTIGATION or concur; ‘ cums Humans mm m an.» our» ,; a. s. + _ Q » g momma arm coma: _ ; Charla; R. Ahlmom ' 4 ma ‘ * 9 .d. J .31 r I‘II‘! I IUESIS ‘II‘I! I I13. (In . ‘l .4. IIIVU I ~. ‘lil “~‘u . ’ .~_ . ‘ . H" _:.‘;:'."“5A;L.'.':‘ 5‘ ”:33.”- -.' ‘ - . l I". I ‘ '. N y“ -,§J¢-..‘L‘ ‘ I" - ‘ D - -v . ~ '1’ I 1 : ‘ .9 x :7 ' r ' $31. 1:."- . _.' ‘5’ I O $.79 x _. ‘_ p. .l-. 9-. 5" ‘_ .Q‘. C -\ ‘~ ‘1. an‘v’ V I“ ’ mg. ‘ '.h'. . V .l I O - VAL-Hr" 4“ 3-"! ‘f‘ .44; .. ' . . ‘vI ' .. > A. b ._. r ‘ -' -' . ' __,.‘ .. n' ‘v I. .. (I .‘. n' 'A ‘ ‘. "O. .r“..‘- ' l. l‘ J ,o“ b.‘ . - l. ' 40‘. z .. #0:)“. '1' if “ , .5}: A. “,xj "V. vaa it"! i ' a} = 3? “i” .. ‘ . .mr‘ .'. if. .2} . ' ‘ An Investigation of Concrete Curing‘Methoda A Thesis Submitted to The Faculty of MICHIGAN STATE COLLEGE of AGRICULTURE AND APPLIED SCIENCE by Charles R. ghietrom Candidate for the Degree of Bachelor of Science December 1944 TH E818 f N . - ,6 Table 3; Contents Introduction --------------------------- 1 Object-- ------------------------------- 3 Trial Mix Design--- ------------------- -4 Seven Day Compressive Strength Comparisons ----------------- 6 Twenty-eight Day and Six Week Compressive Strength Results-------------— ---------- - ----- 17 An Investigation of the Daily Moisture Gain or Loss--- ------------- - --------- --33 Accelerated Freeze-Thaw Tests ------- «43 General Conclusions-------------------46 Bibliography---------- ------ ----------48 165762 Acknowledgement I wish to express my thanks to the Research Division of the Michigan State Highway Department for the use of equip— ment and for the keen interest shown by the employees. INTRODUCTION In the words of Mr. G.A. Hool, concrete is an artificial stone made by mixing, in the preper proportions; cement, water, and and aggregate consisting of large and small par- ticles. Cement is the binding material and the aggregates are the inert materials. To obtain quality concrete, it is necessary to use good materials, to have the concrete mix correctly prOportioned, the batch thoroughly mixed and care- fully placed in the forms, and then the concrete allowed to harden under suitable curing conditions. Freshly placed concrete pavement slabs are protected against drying out for a definite period of time after initial hardening has occurred in order to obtain the desired strength and resistance to wear. This treatment is called curing. Concrete hardens because of chemical reactions which take place between the cement and water. These reactions continue indefinitely so long as the temperatures are favor- able and moisture is present to complete the hydration. The strength and quality of concrete, therefore, are dependent upon its age and the conditions under which it cures. If concrete is cured under dry atmospheric conditions, some of the water in the concrete will evaporate before the chemical reactions have continued for a sufficiently long time to obtain a reasonable proportion of the maximum strength at- tainable. In general, good practice requires that all con- crete should be protected against permenant drying out for at least one week. Evaporation of the water from the concrete can be prevented by several curing methods. The types 0f curing I have investigated are four of the most common. (i.e. wetted burlap, ponding, membrane, and calcium chloride admixture) Also, for comparison purposes I carried out investigations on concrete that was cured by the atmosphere only. (i.e. air curing) Preper curing, in addition to increasing the strength, has a marked effect on other qualities of concrete, parti- cularly resistance to the action of the elements. Continuous curing in the early stages of hardening, helps to produce a hard dense surface and to prevent scaling, especially im- portant in pavements, and other surfaces subject to the act- ion of wetting and drying, and freezing and thawing. OBJECT The object of this experiment was to determine through actual laboratory tests which of the common curing methods mentioned above produces the best concrete. It is my belief that all other factors remaining constant, the strength and resistance to scaling of the concrete will vary with the method of curing. It was the primary purpose of this experiment to prove which curing method is most satisfactory. Also, tests were carried out investigating the daily moisture gain or loss in the concrete with each type of curing. Specimens were also made and subjected to the action of freezing and thaw- ing to determine their relative anti-scaling properties. To determine the quality of concrete produced by each of the five curing methods, seven day, twenty-eight day, and six week compressive strength tests were run and com- parisons between the individual curing methods were made. TRIAL MIX DESIGN The proportioning of the concrete in this entire re- search problem was arrived at by the water-cement ratio and the slump test. This method of preportioning is generally termed "proportioning by trial mix.“ In proportioning concrete by the trial mix method, the water-cement ratio is used to determine the compressive strength of the concrete, and the slump test to determine the workabil- ity or consistency. There are three general rules to be ob- served: 1. 2. 3. Use the exact amount of water with each sack of cement to produce the desired compressive strength. If there is water present in the aggregates, this water must be included when determining the amount of water used for the mix. Use enough fine and coarse aggregates with the ce- ment and water to give a concrete mix of the con- sistency needed for the particular work in question. This consistency should be specified by the slump in inches. Use the fine and coarse aggregates so that as large a pr0portion of aggregates as is practical may be used with the cement and water, and yet have a mix of the desired consistency. In general, to avoid the possibility of a harsh mix, the weight of the fine aggregate should not be more than the weight of the coarse aggregate, or less than half the weight of coarse aggregate. In hand mixing, which I used in this experiment, correct proportioning and thorough mixing is essential. Excess water may mean less strength, more voids, laitance, perhaps separ- ation of the aggregates in the forms, and perhaps washing away of the cement. Too little mixing means less strength, non- uniformity of consistency, and harsh-working concrete. The concrete for the specimens used in these investigations was designed by the trial mix method, using six gallons per sack of cement for water, and arriving at a three inch slump. Following the three gereral rules for trial mix design, the quantities arrived at for a one-fifth batch sack were: Cement-----l9# Fine agg. --50# Coarse agg.-83# Therefore, the mix weight is 19:50:85 0r.l£§a§§€4a11° Mixing time -------- 10 min. Slump------- ------ 3 in. SEVEN DAY COMPRESSIVE STRENGTH gomamsoms ml INTRODUCTION The chect of this experiment was to determine which of the five curing methods (i.e. air, pending, wetted burlap, membrane, and calcium chloride admixture) produced the con- crete with the highest seven day compressive strength after six days of curing. Twenty-five specimens, five each for the five types of curing, were made and molded in the standard cylinder, six inches in diameter and twelve inches high. The twenty five test specimens were all made on the same day “ and under exactly similar conditions. Approximately twenty-four hours after the specimens were made, the steel cylinder forms were removed and_the specimens were begun in their various types of curing. Calcium chloride was added at the rate of two and one-half pounds per sack of cement for the concrete that was used to make the specimens that were cured by the calcium chloride admixture method. The membrane curing compound was applied at the rate of two hundred square feet per gallon of compound. The compound used for this test was one recommended by the Michigan State Highway Department and its rate of application was also per- scribed by them. I At the age of seven days, the twenty-five specimens were broken on the hydralic press in the concrete laboratory. The pages that follow contain the data and charts of the re- sults that were obtained. In figuring the experimental average, I first had to apply a statistical method to determine whether or not any of the final figures in the "p.s.i." column deviated too far from the arithmetic mean of the five items in the column. Accord- ing to statistics, experimental results are allowed to vary three standard deviations on either side of the arithmetic mean. If any of the experimental results fall outside of the limits set by (id:3crl, they are to be ommited, and a new arithmetic mean should be found using only the figures that fall within the allowable limits. In the expression (551136): §=§fwhere (x) equals the items in the p.s.i. column and (f) equals the frequency with which they occur. 0’ =l.25[’Hz———f%zl] where /x-i/equals the absolute value of the difference between the item in the p.s.i. column and the arithmetic mean. All computations are shown for finding crin.the following pages. As it happened, no items had to be omitted when figuring the experimental average, since all the values fell within the allowable limits. 11.3. 21111119. Breaking Identification Diameter Area M 23.22:. 1-1 ............. 5.8753 ...... 27.1093:---67,0003:----2470 1-2 ............ -5.875 ....... 27.109 ..... 65,000 ...... 2400 1-3 ............. 5.875-------27.109 ----- 64.500 ------ 2380 1.4.- ........... 5.875..-----27.109—----58.000 ------ .2140 1-5--- .......... 5.8125.----—26.535-----64,000-----2415 .25.. .1: flail 2470 ..... 1 ....... 109 2400 ..... 1 ------- 39 2380 ..... 1 ------- 17 2140-----1 ------- 221 nit?“‘=%="“'=&3- ’7: .371; 1:35 = a3 6 / ”10.: éf/X-‘ZI ___ L/qo 2f 5 GJ =/.?_5' M.0,-= A2567): ”0 —‘ —— ALLOW/AISLE L/M/f‘s '-‘ 5; .1; 30’ 236/15 30/0) H 236/: 330 MAX, £69! R$./. M/M =£031 P.S./. Ex FEE /Mc7u 77-» I. . AUEEAQE .- 236/ 13.3.1. I‘. — .— lO WETTED BURLAP Breaking Identification Diameter Area 32.5.9.2 p_._g:_i_._ 3-1------------—5.875:------27.10§1:—-62,50033 ----- 2305 3-2----..-----—-5.8125-----26.535----67.000 ------- 2525 3-3-..----------5.875 ....... 27.109---60,000 ------- 2215 3-4-..----------5.8125------26.535----58.000 ------- 2190 3-5----.. ....... 5.875--.----27.109----70.000-------2580 .3... _.f.. Ila-2!. 2305-----1- ----- 58 2525-.---1------162 2215-----1 ------- 148 2190----—1 ------- 173 1I7§E§Q;¢---1 ------- 21 )7: £35: 148/5 ‘ 2f 5. - £363 M.p. : zFIx-S'ZI ~ 75-5. v éffl - 7* = /5‘2_ 0“ = [25’ Mia = /.z:(/s;)=/9o , /4z_40wA6LE AIM/.75 ‘ X 7‘" 30" - = 2363 .t 3090) 1234.31: 5‘70 MAX, : .2733 l?$‘,[ MHU- ; ’79} R51. Ex Pee IME/u T‘AL ._._...~_.-_. ___,-,, __ _._. _. _. ‘__,___-_,_____, t o e .mfi____x .1 _fi... . _-,_._ . _.__H 7-...__-..._——— _.-, ‘fi-_ . _.-—V-_.. ‘ 11‘”______ . .L—sf_.._._.__........_. _ .. _.__. _._.._ ‘ --._-,_...__. . .— ._.l--..__.._.._ ._.... C H .— _......x._. _.__ ._._.x......_ _-.. __. .H._._. _.r_-e._._.. ...._. .— A... “A.“ _.__...— ...,...—._,.__ 1........_- 11 PONDI HG Breaking Identification Diameter, Area Force p.s.i. // a ” # 2-1---..-..---..5.875------27.109-.-—72,000 ------- 2660 2-2---—---------50875 ------- 270109-"‘679500 """" 2490 2-3-- ........... 5.8125------26.535----70,000- ------ 2640 2-4-.. ......... 5.875- ------ 27.109----60,000 ------- 2215 2-5..-----------5.875--—----27.109----59.500 ------- 2565 .5;. .JL. .Aaéaiél 2660----1 ----- -—146 2490----1 ------- 24 2640----1- ...... 126 2215---1-------299 :2;:3:---1-------1 1 _ IZS'7O ~ 21F ' e“ ' 21.57% . ALLOW/Afléé L/M/T’j‘: )7 “i“ 3O, ‘ " Z379 2‘: 306/) 11.577“ 3:78} ”7/44.: 2797 2.5.2 MIN. 203/ 9.5]. Ex Pee /M€A/ 7A L AVE/€495: :. 2.579 225/. _.__—~— _-__...— _.__.— _.. .- a.— e v 1 _ _. 1.. .~ . -—~ "flax 12 MEMBRANE Breaking Identification Diame ter Are a Force 1:525: /’ D” 99‘: 4-1 ------------- 5.8125------26.535----70,000-------2640 4-2----------5.8125 ------ 26.535---67,000 ------- 2525 4-3-.----------’50 875 ..... 2?OIQ‘9""673 500 """" 2490 4-4------------5.8125-----26.535----73.ooo ------- 2755 4-5-------------5.8125 ------ 26.535~---66,000 ------- 2490 .3. _E. _L__f I-i/ 2640-----1 ------- 60 2525----1 ------ 55 2490----l ------ 90 2755-~---l-------175 2 -----1 ------ 12,900 .5- —- éx X: g; = ”Z” 2 15270 = z - I M0 f/x"_q7o:?y OJ ’Kif ”7.0. =/.2.$'(9y)=//A’ ALLowA8L€ AIM/.73 : I 7‘" 30' z 2580 :1: 30/2?) = 1580 1: 35‘7 ”7""- : 1735’ 29-5.}. ”I’V- = 17.16 2.3.x: '. E29053 /M€/L/ 7/4 i AVE/QAQC“ :. 15—80 RS./_ \ ‘u Iliad. _.— .- —— --_ ___-.- —- _.. __ ~ _ _. .—- _' u. _ -- _.— __ .- .— - 13 _.__.2 .1 Breaking Identification Diame te r Area 29333 M H 0.. pp 5-1 ------------- 5.8125 ------ 26.555----89.000 ------- 3360 5-2 ------------- 5.875-------27.109----82.500-------3045 5-3----”m----50875 ...... 27010 9----% D000 ....... 3540 5-4 ---------- 5.875 ------- 27.109----90,000- ----- 5320 5-5-----------5.875 ------- 27.109---100,000 ------- 5690 .3. .1. _.__...r x-x 336o-----1------ 31 3045----1-------346 3540----1------149 3320----1----- 71 seem—w— 2x H.955 Y: 3 : 337/ if J .. z Z‘le-il 876 M0 KW : 7 3/77 2+ 5‘ =/.2.5 M.0, = /.2..’(/79)= may .. ALI-owA845’ AIM/7'3 —. ”21: 30" -. 339, 2‘: 3027) =339, j: 67L MAA. = 4/069 2.3.x. M/Iu. : 17’? P..S./, . EAPE/e/MENTAL AV€£A<7E ; 33‘7/ 25.2 “h ‘- 7 024 Y COMPRESS/ V7 _._._. _.__. .— __ ___.__.-—_____-._—_.———._ 57/PE/V67H P751175 A7775) 6_ _QAY_5_ Q7 CUR/N6 ”3400 339/ ~3200 i! k) —3000 E Q; 82800 g E ~2600 Q< 25/4 8580 )3 5f m 3 _2400 236/ 236.3 2 Q V’ S] \0 <( q -2200 Q in z o( ’ . g a a 00 G "2000 m k E g $ 6 K \ K O K: i '- /600 M5 77/005 Q7: _CQfll/Yg 15 /00. 0 -VQEK X\§\Q;\ New (b 76/ w>\\n<\mw NEvax-mukbwkx 74/ QQQKWDV .0>\\Q>\%0\ //v0£)< N015. 577’E/V677/ P7541475 56/754ka 5 Y Z- 4A Y (amp/easy; l? V»\\V% QMKN WE 698 w>\\w\bb vax 697 Wmmm§e§ dame-w- 00 Mwwwomamo b'p b P p P p h M5 7 // 0.05 0/ (QR/N6 LO ‘\ CONCLUSIOD: The most striking observation as seen from the foregoing charts, is the profound action that a small amount of calcium chloride will have upon the early strength of con- crete. It bears out the claims made by the Calcium Chloride Association that calcium chloride, used integrally in concrete mixes, permits removal of forms and further construction to g be placed of concrete opened for use in much less than the ‘usual time. J I a Law“ govt” Another observation made as a result of adding calcium chloride to the mix was that anmuch more workable concrete was obtained. Also, after the steel cylinder forms were re- moved, a marked benefit was obtained in production of a smo- other, whiter surface than was evident on specimens subjected to other curing methods. g' It is also interesting to note that membrane curing produced a concrete that was slightly better than curing by ponding and considerably better than curing by wetted burlap. This brings out a point that perhaps it isn't as beneficial as is thought to allow concrete to absorb what moisture it desires when curing it. The membrane compound merely keeps, or attempts to keep, what water is in the mix from escaping and, in a similar manner, keeps the concrete from absorbing moisture. 17 _2_8. DAY AND _6_ WEEK COMPRESSI VB 3 TRENGTH RESULTS J-U INTRODUCTION In this test the same procedure was carried out as was followed an the seven-day compressive strength tests, except that the twenty-five specimens were allowed to cure for twenty- seven days and were broken on the twenty-eighth day. For the six week test the same procedure was also follow- ed except that the specimens were cured for forty-one days and were broken on the forty-second. The first group of data that follows is the results of the twenty-eight day tests. The second.group of data is from the six-weeks specimens. l9 . ---. . .' . rdrl-J‘tt'e ”an T “' "‘--'Ii 1. ‘.t‘«-.:."2' "' 4 .L . ' L13 CURING Breaking Identi fi cati on Diame to r Area Force p._s_:_i_.- ,, a " at 4-1 (1-1) ---------- -5.750- ------ 25.967----85.000 ------- 3280 1-2 (1-2)-----------5.8125------26.535----87.500-------3300 .-3 (1-3)-------5.87s-- ----- 27.109--—-95.000- ------ 3500 g A-4 (1-4)-- --------- 5.8125------26.555----93.ooo ------- 5500 g 1-5 (1-5)-----------5.8125- ----- 26.535----87.000 ----- --3280 3. .21. .JL. £15ii7 5280::----1--------92 330 0"----1-------72 : 3500------1 ----- --128 ; 3500----1-------1za £ 5280-----:1:------22 -5 16,860 5 512 ‘ “,2- ix _ “.1360 - Z-F _ 5- 1337L 2 x-‘ M'O' : ¥/ x“ : 5“ ~. /OL 24? .5“ O" = /.2..5’ n40. =/,25'(/oz)=/7.7.5 ALLowAgLE L/M}7'5 :; 1~ 30/ = 3377. 1:3617-5) =3377-1382“; 3 zVAxr 37r15’;n Z i ”“7””- “ 1789.5 10.3. J. EXPERIMENTAL - AVE/2A6? : 33 7; p.s.A a _...____ ..... I ( _.__-”_-_- _-_.—__- - ..__._——-_._.—. __________,~________ _ ._. A. . _. .— ... _ __ '4 . — a—. _. . ~— -— —— -- u- _ a .— .a-L -- ——— L. — . -_ --- _a m ~— — —- _ --v -— _ - _ O -- A . _. u H .- _- 1 . —— — — . ~ -—. w — -—- — —— ~—— _ __—*—.‘- 29 HEIBRANE Breaking Identification Diameter Area Igggggp P.s.i. D-l (4-1)- ------- --5.8458-----26.820::--90,oooffi ----- 3355 D-z (4-2)-----------5.8125 ------ 26.555-—--92,500 ------- 5485 b-5 (4-3)----------5.8458-----26.820----95,000- ------ 3540 n-4 (4-4)-----------5.8125------26.535----97.000 ------- 3660 v.5 (4-5)-----------5.8458------26.820---97,000- ----- 3610 .5. .13.. flail 3355xee-1--------175 3485---1--- ------ 45 554o---1---------10 566o----1--------130 5610--::1::-------80 17,650 5 440 -- 5.x /76.5"O X: _" T. ._ _.__. 2 ‘- 2; 6'- 3.).30 Z 0’ 542.5 Mm. ‘-‘—/.2.6'(8b’)= no ALLOWAGLE' AIM/.75 : >71 30" 35’30 31' 30/0) .30’30 +330 I4AX-1 5860 sth MI/U. ’- 3Lo—o P57 H AVE/62965“ '7- .3 5.30 v.. .<., "f ”I “4“14‘3: v-~--— -— . -_————-— . —‘ —- .— --__. .— - -_ _. . . --._.-._-._._- _—_.-— O . pm-..— I ...-._.——--7«—- ( ——~— - . _..-— — *_-.'-—-_'——._ ‘ ————_— . -_-._—-—- _- —. -- _I——-—— _— - -— ‘VL-—— _— --_‘—_-....._... nwfi--‘..~—- .— 'h— 21 oscig annixruas Breaking I denti fi cati on Diame ter _A_r_e_§ £2533 p._§_._i_._ E-l (5-1) ----------- 5.8438-----26.820---100,000 ------ 3725 E-2 (5-2)----- ------ 5.8125------26.555---102.500 ------ 3860 E-3 (5-3)----- ----- 5.8458 ------ 27.109---105,000-----587o s-4 (5-4)-----------5.8125--—---26.535----117.500 ------ 4425 s-5 (5-5)--- -------- 5.8458 ------ 26.555----121.500------4580 __x__ __£_ f Zx-i/ 3725--—--1-- ------ 367 386o----1--------252 3870-----1--------222 4425----1--------333 4§80----:]_._: ------ -488 20,460 5 1642 ix _ 10,960 Z-F " 5 :907L 1+ ‘ ‘5' “31-8 X‘: O“ :/.7.$(M.o.)~. I.z.5‘(3L5’):9/o ALLowAaLG' L/lw/TS :. )7 _t 50 '-'- 4/092,: 3 (W0) - 7071 1: ”-50 MAX : 5.31; 20.3.}. ”7”“ = 2.34.7. .0.st Ex Pee/MEN T/ic AueeAeE ~.. 709g Raf. -- _.4 ”Q -—~.—-.—-— — .- _.A - —_ A '— - — ._ - . cl. .— _.. _... ~ _ ~. _- -—-¢-—_-_. 22 BONDING Breaking Identification Diameter Area Force p.s.i. " D " #-' B-l (Z-l) ----------- 5.875-------27.109----ll4,000 ------ 4200 s-2 (2-2)--------5.8125-----26.555---127,500------4810 3-5 (2-5)--------5.875 ------- 27.109---132.500 ------ 4890 B-4 (2-4)-----------5.875------27.109----122.000 ------ 4500 , B-S (2.5) ----------- 5.8125------26.535---97,500-- ----- 3680 F .25. .AL. ihéaéfl 4200---1------216 4810 --1------3 94 4890--1-----— 474 45oo--1----- 84 5680-gL:----- 156 ; 22,080 5 1904 i -— 5. X - 225 _ 22.090 ;, .- 27f — 5, - €KV/é» M.D, :: Z‘F/X'X‘ I904] “- :38; 2+ 5’ 0“ [ZS/Wi1= [Lnfi&)=97e ALLOW/24616 UM/rs =>TI so" = VV/éi’3C976) = 99/6 2‘: /‘/z.2? MAX. = 5395/ 9.5.x. 5 M/AJ- “ 1782? RSI. if EXP€£IM€AJ7AL levee/466' : 99/6 206/. I». ~_.,_x....__.. —__.._.-- m—.---—— “In“— ——-< _.__-”_.__.o’ _._.-._.——-. .— * 23 WETTED BURLAP Breaking Identificatiqn Diameter Area Force p. s. i. u a "' .7;- C-l (3-1)-----------5.7813------26.220----130,000---—--4950 0-2 (5-2)---------5.875------27.109----120,000------443o c-3 (3-3)----------5.7815-----26.220---152,500-----5050 0-4 (3-4)---------5.875-------27.109----131,000-----4830 0-5 (3-5)----------5.8125------26.555----122,500------4620 _x... .3. _____f/x-'i/ 4950----1-------174 4430---1-------346 5050----1-------274 485o---1-—---- 54 4620--:;:_ ----- --1§§ .23,880 5 1004 -_ €1.5- : 2.3???0 74.0, = gfififii- ’°°V _ 2:$ ‘ 5’ ' 12., 6v : [2.5 A40, =/.25 (101) -. 1.5/ . ALLOWAJLE LI-M/75 : z I 30" =V776r3(1~V/) : 97761-753 MAX_ = .551? p.s.xj M/Aj- : 90 7.. 3 P-S./. -'. Ex Pee IME'N 7A4. AUEBAGIE‘ -.-_- 9776 20.3.7. -_._.-._.—. H~~‘_A._ —....—._—. _h-“n— —-—-—-——-»‘—. -~-_._.-.—_ ~~uu~n _-_..-. ~"r-‘—- _.—‘~_ u. — _.. —- — '- ‘ I —— —- .- 7 —— ~— .— 7 —- -— —. -— _ r. —- _- -— *- u- —— - .— 24 r 4Efl30 4600 A Q Q 0 4800 4000 ' 3800 3600 3400 3200 3000 POO/V5.5 PER 30 //VCH 2800 2600 28 flAY COMPR555/l/f SWCQEYVCUUV AflfiSUZZZS AFTER E70A Y5 _0_F CURING 44/6 4092 N § 31%? L\ W 3372 N 3 § $ % Q Q Q E Q0 Vt & ‘k E d \\Q>\Qn\ 85.6 90 WAKQLNnQXxQT :w .6 7.3. 9 0 8 0>\\w\\wb NETAKQEWE 70. 6 b>\\®x\wb 0Q Y WQNW$§§ X N%>\\ m — 00 000 65W32/ _ _ p p _ p 0 — Mfff/OflS 0F CUP/N6 26 AIR CURING Breaking Iaentifioation Diameter Area Force 2.3.1. II I 1.1-... -------- «5.875: ------ 27.1091-47 500?: ----- 2860 1-1-2 -.... ......... 5. 87 5-------2 7. 10 9----80 .000---~---2 955 n.1-3-- ....... ---5.875 ------- 27.109----82.ooo-------3025 n,1-4------------5.875-------27.109---80.000---~---2955 n 1-5------------5.8125------26.535----82.500 ------ -3115 __:_:__ __£_ 11 x-i/ 2860----l------122 2955----1-------- 27 3025--1------- 43 2955--1------- 27 511§--:;:------1 § 2 14 . 910 5 352 7 ' 5?: Z"_ / max. f7/AL 2‘35/31/ Fm.z zixzflae/nvéflwVfAc. Ave/$465 -: 3 89/ PIS. /. ~——_——— -~”_-‘ """' _..... r " o o _.__,-__. { _.__...“ . _.__..._.__. ' """-"“‘ e ‘_—""" I """‘"'"‘ ’” o ~h~~-'fi n "_'-_- 0 —_‘—~_- O ———-o——-——-.— . —.~——-—_-- ~—...—'. . —v-—-—-——-- _.__...— “n—— _-__—_— ~———.—. ——-. H_”——-—_— _.__." ~—-—a—w.—-——r—.—- -- ._.-—._.-—u—_a_—.-a-- H,-”_.“_.—__._¥-__.__ —...——-—-—-.~-...—-..—_ FUNDING Braking Idonjifl anti on Diamo tor Area Force 2. a. 1. II D " y}: l 2-1 - _:---5.875------27.109----102,500-----3780 n.2-2------------5.8125----—26.535-.--112.5oo.-----4250 n:2-3-...-—.-----5.8125....--26.535----109,5oo—-----413o n.2-4:- — ==~5.750..-----25.967----101,ooo-----.3900 1n 2-5........----5.8125-.....26.535----102,5oo------3865 .45. .;£. .Jabgésl 3780---.1--------205 4250--..1-------265 4130---1------145 3900..-1---.---- 85 386 §--_-_-_1_L_:----120 19.925 5 820 —— 2x X ______ F7915 \- .- Z‘F "‘F“ : 3985'. M.D. 7. if l7‘-7) 8L0 2+ ' ”5“” O" = Iii (”1.0) =/.1S(/6‘/) = 205' ALLOWABLE ¢,}4,'7:s 2 SE” 1: 30’ 23‘785't3(?—05’) 13785’1: 6/5“ MAK: 17/600 p.s.xf M’”' 3 3370 Rs]. Ex FEE ZME/UTAL ”WET/465: = 3985' p.s.l. —.——-.~—-— —--‘-_ —w-_—-—-—r— . n—-—-~——v——-—-—.—-~ -———.——-—.._._ ——._.—— . —.—‘_————— . .— ~~—..-.——_.—A—_- ——————-~—.—— .4»..— . —_—.—-.—._— . ~~c——_-_u—.—-a—o—p—._ —.—...._..__- ——._.._.~. . —_——-.___ . .—————.—-—-————~————- —. _- _—..-—-—-—————~. —~—— ——~————.—_—-_ hunt-_.o-c— _—H.‘-——“— un——~. —-‘.-————,_~ _.__..— so WETTED BURLAP Breaking Idontifloa ti on D1 ame tar A132 M w; M.3-1---------—5.8751L-----27.1o§::-105,0003f-----3880 u:3-2----—----5.8125------26.535---111,5oo----7--4200 n;3-3-..---.-----5.8125..----26.535---107,ooo ------- 4030 u;3.4-...--------5.8125....--26.535----92,500..-----3490 n.3—5..----------5.8125...-..26.535---124,ooo ------ -4675 __x_ _g_ f /x-i/ 3880-----1-----175 4200---1----145 4o3o-—---1—----- 25 3490'“"‘1"”""565 461§~--_;_:«--'--620 20 .27 5 S 1530 2f “—2.?“— ‘—‘- 4/0523 if .r ‘ o- : 1.2.: (Am/3.) =/, 10’000238; '. ALLOW/Asle- AIM/.725 ‘— 2? t 30' 9053-:.3(3?s) H 4/05'5'1: II’~/7 MAX. ’3 5109/ 10.3.1. MIN. 2' L904, RSJO. ExPE/elME/UTAL AVE/{A475 : 4055‘ P-SJ- 5 _._4 *__._ _7 fig “ " ""‘J stimfimatzié:flnLMALJEE—fzcim s; ___—_.._._, —--—o---—._ _——. _.--—.—-- ‘3— _-__—_._fl— —__—_‘——._. u.».__——.o—-—~.__._ _-y—1. ~_..—.~ V- _ -— _. k _ ~ -—. — __ _ ~ ——~— "who. 31 I /fl0 90 80 6O 50 40 30 20 /0 ”VDEX NUMBERS 6 Wt [K (OM/Dwé $15; _Qf/QENGf/i £5554ng Afff/E’ 4/ DAYS 0/? 98.40 /00-00 gale/N6 [egg/€55 [/v 75.0 5% //V0[)( N05. 94 65 9O 75 73.50 \5 Q i w 9 k k i o b \9 \2 K :1 3 w 1‘ Q E E w S “K Q E x) % T a 3 3 ..~ z W V ‘3 Q 3 w CK METf/flflj 0/ CZ/fl/NG [4/[7750 EURAAP I 32 CONCLUSION: In the twenty-eight day and six week compressive strength results, I obtained a wide range of values resulting from curing by the various methods. It is intererting to observe the shifts in positions on the twenty—eight day and six weeks charts from the positions held by the same curing methods in the charts picturing the seven day results. I find it difficult to explain the shifts of membrane, ponding, and wetted burlap. Evidently, for longer curing periods, it is beneficial to allow the concrete to absorb moisture as is permitted by the wetted burlap and ponding methods. It is 10gical to notice that the concrete with the calcium chlor- ide admixture losses the position it possessed on the seven day chart since its primary purpose is for high strength at early ages only. HoWever, in longer periods the calcium chlor- ide admisture produces a concrete that is at least somewhat better than if none were added as is shown by its position with respect to air curing. One may notice from the data sheets that the compressive strengths for the six-week specimens are liwer than the com- pressive strengths for the twenty-eight day specimens. This can be accounted for by the fact that the six-week specimens were made from an aggregate of a different shipment. However, all the twenty-five specimens for the six-week test were made from the same material so that even though the individual compressive strengths are lower than the twenty-eight day compressive strengths, we still have data that gives us re- lative comparisons between the curing methods at six-weeks. 1 09 t i 1 3 n In. «15 {in . . t: t e l . I is #1.! I x . 1 l 3 a u. .... ... :01“. l , . .l.... ., n 4 . . . 3 . . _ . . . . . . 2. . , , , . . . 1.1. . . ._ , . ‘11 . 9‘ v.,..7. ,1. .. l . . .. . .l . .l Yr“. ...,3 a. ,v. .v.I..... :v. . 1.5- .... 0., IT<.o¢.¢u t. .3. ‘1. , n ~ . , . . . .. . .. . ..L... a. \ o.! 9 .er.! 1...: .. A.. . , , , y w . . ; .~.~ 1.1,..3. .. a..,. ....-.oc .ovo..(lv.~‘...wo, co. . . . . .. A ,. .1 MI... ... e: . lien... .Q.. r.q-..... . , l ,.. i . I: . .. ... .n“. 7.2.1.. . . .. . a 2.... .4 . f“. .T... ; .l. s. .i v e. . .. . . . u. . . I. .r..... eel}... n... . . . u n «.0! [go-2Q... n. n... . . .. .v f It. .5 2.1V V! r... . 1e.e.ov o~1aoj e 33 NETHE INVEsmeArIo DAILY MOISTURE GAIN 95 LOSS 54 INTRODUCTION Tuenty-five specimens were made for the purpose of es- tablishing the rate of daily moisture gain or loss with each of the various types of curing employed. The same precaut- ions were practiced in making these specimens as in the mix- ing of the concrete for the compressive strength tests speci- mens. At various ages, the specimens were weighed. The rate of moisture gain or loss is expressed as a percent of the initial weight of the specimen, the weight at age one-day being the initial weight. The final daily percentage rate of moisture gain or loss is expressed as an average of the five individual specimen rates. 35 qum--------------- mm.am-------------- a .am--mas.NH N .Nm--msN.Na wm.>m--Nmm.NH sm.sm--o>m.NH mo.»mu-m>H.NH $3M... to. , ... .. u... 3 .ll...lz.:.~. .5... t. 1...: ,2: .3»... ,flrt... .e. ..l11<...... .__..N.;. N.. t Equal-u.” v....~... .XJJ. .. . élli’ a. 1? .11 21...... 1.2... ti. 1.4.4 in a. -._.......U. 1.11; Emmi... r. . ...!. . .. _... . .. u . T.....« a. masses sass: WmommillllitlltllltflheNmIIllllllllltloweNmlilIIIle93 Hddpdflfl Ho W m .am-- ms.NH m .am--mee.Na mm.am-u menNa m-N_s 0 .am.. N.NH N .PmsumsN.NH Nm.pms- N.NH e-a s ew.em--me.NH pm.em--smm.NH N .emnsm m NH m-a_s o .wmuaommJH ¢m$mlammm.m.n mm .wwn..Mm ”NH «Id 2 om.em--mmH.NH e .Nm:.me.NN w>.>m-- Inwa Hus s ewes «w. muse mm. muse 0N noapaesuasnmeH .mmqm---n----------ommumr-u--u------u-.mmamr-uu--u------amnamrauu-u---mmog empemHos &. m.am--------u--n-saa.mm-----u------u-NN.mm-------------a .mm-------.ps Nassau“ No a ma. m--m>s.NH 0N.mm--Nms.NH Ns.®m-aoam.NH s.mmn-meHNH mud s mm.mm--mam.NH mm. ms- Nm.NH mo.wm--Nsm.NN a.wm--amm.Na ¢-N : Nw.>mu-mmm.NH o.wmu- Hm.Na mo.mmnu0Nm.Na 0N.wm-ummm NH mua 2 ma. m-- mm.NH N.wmsumsm.NH Hm.mm:-mmm.NH N¢.mms-o>o.Na Nua 2 mm. ma-mNN.NH ea.wm-- mN.NH mN.mm--NmN.NH Hm.mm--OQWWNH H-H 2 mwmwtmm mass m. mass M. mass m soapeeauapnosH «Name-----------..-N«4Nr-------------.NNdmr--------------.Nr-------- -mmog Ems: w as.mmu------u-u-unuo .wm------a-.snssumm. m--uuuuuuunnnuu-ooannunu--.as HeapanN No a he.mmu-PHm.NH-----ua .mm-->sm.NH-----uao. m--m m.NNaous---ooa--NH>.NNnusunn--m-H a eN.mm--wwM.Na-uvsnume.wma-5mm.Nausuuuums.mmnsm e.NN-unuuu-ooanau m.NNuss-unaa¢-N s FN.mm-u mm.mmn-pww.Nau---uuh .mmnuN Nm.mm--mmN.Nau-----m .wm--mmN.Na----nu m.wm--osm.NH----u.-&mme 3 ewes .n an H'II"'I- muse .N. wage m: m.NH------Nm.wmu-owm.NH------H .wmu->NN.NN----uu-ooaa-o m.NNu--avus-msN s o .N .wmguose.NH-------ooH--m> .NN-----..-N-H s mama so 333 333 o “.mm.aespHnH. a 11' IQ A l. .I n .l .I t. a 1‘ II n Il.l|. n t n q n I, ri 11. II I I I I‘ll Dill. e I’i It‘ll ‘1. v / lilill'lvlivllll Ilullllll'l'llllnll'llll 1|.l-‘l4ll|.|’|.lullll14I|II “| I a . n 1| a .l. I a [l5llclll‘tl‘ 36 NMtN.------------.NNuNr------------. mw.am--------------sm Nw.~m-u ms.NH mm.~msu om.NH .pm--mHm.NH mw.~mu-wpm.NH mm.>m»mwmwwNH H..H.------------- a .mm-------------- MN.mm-- s.NH m.wm-- pm.NH HmémiHmmJH mm.wmnsNem.NH m.wmauo .NH 0 u as mm. .Pmnumms.NH m.pmsuon.NH oo.wm-smNm.NH em.>munNmm.NH No.mwwwwstNH mm.mm--0Hm.NH o¢.mm--w>muNH oméensomm NH me.wmsummw.NH os.mmnmwNmuNH .am--------------ao.mm-------------NH. .wmaumu-..:3.i-!isllww.H...!...-......i..mmo.H @830: Mm mm--------.»s HeHcHnH we a mc.mm--pms.NH NH.mm..m>e.NH mam s mo.wm--mmm.NH mo.mms.mmm.NH sum 2 NH.mms-msm.NH HN.mmuummm.NH mum_s wo.wmaueom.NH MH.mm-an .NH Num 2 .mmwvfll E. H o. m..-m .NH Hr. a o . we.mN an as 0N nOHeeeHNHpneeH medit-...................$I.IH....:...-.....:.-....-umHuH..-:...:..:mmoH Ease w ewm IIIIIIIIIi|III mm.wmuusnusuvcauu-Hm.mm---u-uu-.a: HaHaHnH No a m.wmuaomm.NH a... an . on: o mm.mmaao>W.NH mm.mmmwmmmuNH mw.mm:amsm.NH mum s mm.mms.NHm.NH enm.= mm.wmu-OHm.NH m-m.s .n.....n.-..as m . -- . - “a u as m sOHpueHNchoeH mmamr----s------a-.mmamr-----a-u-----LMN. L-----su--u---uumr--------- mm.mmuuuuununu-usvnHm.wm--n-------au--NN.mmuuuus----unauuu00H--------.uu HerHnH No a -mmoH exams: w mm.®m--wem.NH om.wm-:m~m.NH oH.mmsuoom.NH OOHu-sH>.NH mum s N .mouuoomHNH pm.mmuvmmm.NH Hm.mmanmmm.NH oOH-ummP.NH s:m a mp.mm--mNm NH a .wmu-om .NH om.mmgnNm .NH 00H--N >.NH mtg I ww.weuaawmuww mm.mmuumH .wm mH.mms:NMFWNH 00H--~ w.NH Num s .wm--m .mm--pmm. NN. maup .NH o --Hmm.mH Ha sh u S m u 3 u 3 N W H quaeeHuHunoeH mmpastns Nwoeo fl I. .f ‘ III I! 1 III ll .l: ’1’" l H i H - a v- a I x .I a n n .a n l H H - n : n a a IIII-| 37 as.wm--------------Hm.N m . x.. a .NH Nw.mmuamm .NH He.wm--mwm.NH om.mmnumwm.NH NN.mmmmmww.NH :\ ... N. .s i {.11- Half? “14.41.... a ... .45.}. .u . . . . 5:... . ”3...:.rmr......v:.:.3..3 . ......xflu%¢fimfi. ........3w.~.~u._fi.uu—m _ . . WW 0 "I'I.--I.I.II.I.I.I' Ned"---'---"'|mfl oH'I'U'U'I'UmWOwH EEWHOE w Hm-------------ums.mm-------------~w.mmnu------.ps HerHnH so a Nm.®m--mmw.NH mm.wm.-mmm.NH oo. mc-mHunNH m:¢ s N .mmunwm .NH mm.mm-a H .NH pa.mmuumNm NH e-¢ s mm.wmnawmm.NH m.wmuamHm.NH Hm.Mm-usmm.NH ma¢_s ow.mmu-mo .NH m .mmuu N .NH mo. mu-oe .NH Nue s o . --o .NH mm. .. .NH H». --o .NH H-s :. u as u as 0N m as 0N nOHpeOHNHpneaH Mm“.......-....-..................fl......i.:i..:.-......--..wm........:......i-...i!:.N .......-.i..........mmo.H gems: w H.mm-------ua-----mN.mm---------u---np .mm-------------w .mm--------.us HeHsHsH no a mN.mm--Hm~.NH o¢.mmn-o>N.NH Nm.am--mwe.NH m¢.mm--o ~.NH mns a NH.mmuuo m.NH NN.mmsupmm.NH mm.mmauoo .NH Hm.mmn- m.NH sue a mm.mm--b w.NH HN.mm--m m.NH mm.mm--oo .NH .Hm.mmuuwm .NH m-s 2 mm. ..o .NH ee.mmnu .NH Nm.mm--oo~.NH mm.mm-- o .NH N.« 2 Nm. .5 .NH mm. .2. OWNH mH.mmm...th.NH N.m .... m.NH We F u e NH m as u as u as m nerseHuqueeH an.a-----u-:---n-uumN.uuuu-----------cmH.nusuuuuanuanauuuuou-a-s-u--asmmon mmpamHoaua as.mm--------------Hs.mm--------------a mm.mmuuom~.NH m.mm:-oo .NH om.mm.-NN .NH mm.mm-- o>.NH m.mmman .NH m as m>.mmu:me.NH mm.mmn:me .NH M .mm--om .NH w.mmunme».NH 8 .mmmwmmm. NH mm.mmasmmw.NH mw.mmunN> .NH wm.mm-uo~ .NH .mmuumsp.NH «a. nu om.NH u as N Hadmmzwfi .mmunnunnuauauanunooaunuunuuu.0! asaanH no & oOHa-asm.NH mus s ooHuummm.NH ¢-¢.s ooHuoom .NH m-» s OOH--Hm>.NH N's s o$3 .H {, Hes as H e eerseHuHanoeH 1‘ ll 1! I xf It. GI - TO I '. .II I I] \ Ovl 1| .u Pr... . fiesta). . .. II .I.’ .. Y. .1 .X.4..~.i.a1|..aili. it...» .~. 1...? .vaI .I.I..I... «In N.....v .e...»... o.. o. gm $99 a ...... mHurIIIIIIIIIIIIIIIHHIrIIIIIIIIIIIIIIIIHIrIIIIIIIIIIIIILIHIrIIIIIIIIIIIsza mNmeHos.N oN. OOHIIIIIIIIIIIIINN. OQHIIIIIIIIIIIIINN. OOHIIIIIIIIIIIIHN. OOHIIIIIIII.»a HNHNHsH Ne N e 66HIImmN. NH NN. ooHIImmN. NH we. ooHII NT NH m .ooHIIesN. NH mIm s m .OOHIIo 6. NH N 66HIIom. .oOHII 6N. NH H .66HIImmT NH eIm s HN. OOHIIm 0. NH 66HIIoo. s .66HIINmm. NH NT oOHIImmm. NH mIm s mT OOHIIom NH .66HIIom NH mm. OOHIIemm. mm.66HIIoN .NH NIm s jOOHIImHm NW mm. omMI kmmm.2 mm. 66 NN. ou .NH Hunts a as N a: 6N nONNNeHNHpnoeH IHHJIIIIIIIIIIIIIIILmMIrIIIIIIIIIIIIIILHHIIIIIIIIIIIIIIIIIHIrIIIIIIIIIIIsze mmmeHoan NT ooHIIIIIIIIIIIIImN. OOHIIIIIIIIIIIIINN. OOHIIIIIIIIIIIIWN. 66HIIIIIIII.Ns HNNNHnH No N HT OQHIImmN.NH NN. NQHIImmN. NH N. .OOHIINmN.fl 6N. ooHIImmN. NH mI m 2 NT OOHIINON. NH mT 66HII66N.NH N. 66HIIo NN. OOHII.moN. NH «In a mN. ooHIIOON.NH N.66HIIooN. NH mN. ooHII 6 .NH mN. OOHIImmmm NH mIm s mm.o ooHIIo .NH w.ooHIINN . w 66HIINm NW. OOHIIMN NIm 2 NH 6 .ODMIIO .NH .omeIo .NH w 6 Ha. up a as NH m seam. u as nONNNONNHNnoNH .IquIIIIIIIIIIIIIILINNIrIIIIIIIIIIIIIIImm.IIIIIIIIIIIIIIIIIIoIIIIIIIIIIIast NmpamHos_w. NN. ooHIIIIIIIIIIIIINT OOHIIIIIIIIIIIIImw. OOHIIIIIIIIIIIIIIIOOHIIIIIIII.a: HNHNNnN Ne N MN. ooHIIm N. NH NN. OOHIINmN. NH NN. 66HIImsN. NH 66HIImmm. NH mIm a 66HIIo NN. OOHIIOON. NH om. 66HIIHNT NH 66HIImoT NH «In a .66HIIoo .NH NN. ooHIImmT NH NT ooHII mNT NH 66HIIeo. MIN 2 N.ooHIINm .NH HT 66HIImN 6oHII oOHIIem. NH NIm s NN.oo IIo NH NN. 663 II N 6o IIHmmfi o IINNmmmH Hum,:« u as we H o neHNeeHNanoeH 39 :SNM...H NN.?LHWN W mmHOOHIIOHwHNH mo.H6HIImHN.NH oNHOHIIONN.NH No.66HIIoow.NH mIN 2 mm.MmMIIMMW.NH MM.66HIImmmHNH mm.66HIIoom.NH mm.66HIImom.NH NIN a . II .NH .OOHIIo 6 NH mm.66HIImN .NH . II . I Nm.66HIINH .NH NN.66HIINom.NH Nm.66HIIoom.NH mm.meIImmm.wM WIN w mH Hn MI NH HH.H II .NH No.H6HIImmm.mH No.HDMIIpmm.NH HIN a N N mmud mm m «N 0N m NN oN NOHpaoHNHpquH Nm.IIIIIIIIIIIIIIIINN.IIIIIIIIIIIIIII-NN.IIIIIIIIIIIIIIINN.IIIIIIII NmoOOHIIIIIIIIIIII'fiwoOOHIOIIIIIIIIIII POOOHIOlIlllillii o lilllHHHHZH¢¢ EBmHOE Nb NmHOOHIIoo ”NH mm.oOHIINmN.NH m .OOHIIomN.NH m».meIINNN.NH as HNHNHMMNNm N mm.OOHIINm .NH 6 .OOHIINmm.NH H .OOHIIONm.NH o .QOHIIH m.NH NIN : m .OOHII H©.NH mN.66HIIoo .NH HN.66HIImmm.NH N .66HIIm m.NH mIN_: m .OOHII H .NH N.66HIIom .NH NN.66HIIN N.NH 6N.ooHIIN N.NH NIN mm OOHIM 3 NH TBWWRM. NH 366 II .NH wTooumanPNH HIINI W N m Nd m «N m soHpNOHNHpquH “Nd-"IniI-I-IIIIIIII-.MII.OI.-'.IIZI".II.-II|.I- OI"-II-II--- II If EHDB mm .OOHIIImMuIIIIIIIHm.8HIIIIIIIIIIIIIMWHSHIIIIIIIIInHHummmHnIIIIImam—«wag HamewH m HOOHIIN .NH N .OOHIINmN.NH H .OOHII . II IIIII m .mwfiqu m.w# mm.meI.mmmnNH om.66HIIMmm.MM mwMIIMm um“ «MN m . I . II N NH mw.ooHIIH m.NH oOHII m. . 6N 66HIINNN.NH m .ooHIINmN.NH N . II . 6 NH MIN 2 NN.oomwmemuNH mm.oomII o\.NH N .meIImwmuww WMMMMmeHWM NIN a IIIIIILnuwgwIII Nd a «N N «N H mmm. nOHNNoHNHanouH wzHonm f‘ 1| In I III R In I. ll 4- b .I [2 ll . I 0 U k 0 u i II| 1‘ iv in 1! I . II I n 3 l \t I I 1 o W II I a II. II V‘ :1 ..u....'rvtl‘ .LN. w.’ . 4 1 fl 4o .. ..... mNNNhNMIN\Nm\:LQm\ImN Wm. nu \v mm, hm hm, mm, \m A a 1 4 4 4 0% VQ \<\ on «l. ‘ (x U G.) 3 W>>\m\%\<1%§\¢rlllfi Nnvxbk X\§\Qq\ 30 <0 mrlxlllé 0>\\n<\ww nw\\~\®:ll.l© kxxgwi w(\k\>\.\ RE \EWSQ >\\ - .mwQV NWSKQQE C 1N39cyid l 1 Q.\ h.\ ON hm. 41 WV 1% <9 C. Mm. mm. Hm, Mm. u q q d C» 4 . v. 7- ........................ \nmwmmhm nm\mm\x\h\m\t m 5 Wm. a d QPVQ \<\ mm? <3 QTVQQQ QMKKW? Ella m>\\Q>\Q\ 1 RIW\N\S fi\\K\>\\ KG kzwbqwnx \<\ L\<\V\0 Mbekm\\n<§w NETRQ§N§ 74/ QQQKWtY .0>\\Q>\%n\ 69.8 n\ T V%b% QNKK W}. //VDEX N05. 57/?5/V67f/ £55017 5 COMPARED 5 Y 7 flA Y (UMP/QEJS/VE 697 w>\\w\b0 WQT mQNmuxx<§< XN§<\ - /00 0 00 76w40/32m _ . _ . . _ MEfflOflS 0F CV/P/A/é 28 fl/‘I Y COMPRESS/ VE 5 7R5 N6 TH RESUL 7‘5 COMP/W50 BY //v0£x N0 ‘5. /00. 0 92.4 — /00 QT wmxbmv QNKKKUk 856 90 QQdR N§\ w>\\Q>\Qn\ an\§.\\\\\_\QT .6 .0 73. 9 W>\\w\\\b WETVQSWE 70. 6 W>\\%\Vb WQ T WQNQX§§< X W%>\\ 00 00 wM6JW32M _ P _ _ _ _ p _ METHODS OF CUR/N6 -' /00 '70 ”‘60 "’50 ~40 //VD£X /V(/M5[/?5 6 WEEK (OMp/QESS/VE STRENG 77/ A755 UL 75 AFfE/Q 4/ fl/IYS 0F cue/N6 ‘ REPRESE/V 750 5r //VDE)( N05. 90.75 9465 98.40 mafia 73.50 K5 3 u, 3 Ck § k :t V e K V \‘3 K) k W k 3 . << t ° Q s 3. 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