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Epoksi polimer harç ve betonlarının işlenebilme özellikleri

The Workability properties of polymer concrete and mortars

  1. Tez No: 66622
  2. Yazar: CEM ERCAN
  3. Danışmanlar: PROF. DR. HULUSİ ÖZKUL
  4. Tez Türü: Yüksek Lisans
  5. Konular: İnşaat Mühendisliği, Civil Engineering
  6. Anahtar Kelimeler: Beton, Epoksi, Harç, Polimerler, Concrete, Epoxy, Mortar, Polymers
  7. Yıl: 1997
  8. Dil: Türkçe
  9. Üniversite: İstanbul Teknik Üniversitesi
  10. Enstitü: Fen Bilimleri Enstitüsü
  11. Ana Bilim Dalı: İnşaat Mühendisliği Ana Bilim Dalı
  12. Bilim Dalı: Yapı Malzemeleri Bilim Dalı
  13. Sayfa Sayısı: Belirtilmemiş.

Özet

ÖZET Bu çalışmada polimer epoksi beton ve harçlarının işlenebilirlik özellikleri araştırılmıştır. Farklı filler ve agrega konsantrasyonunun epoksi beton ve harçlarının işlenebilirliği üzerindeki etkileri araştırılmıştır. Çalışma dokuz bölümden meydana gelmektedir. Birinci bölümde çalışmaya giriş yapılarak konunun önemine değinilmiş, konunun yeni araştırmalara bir kaynak teşkil edeceği belirtilmiştir, İkinci bölümde polimerler hakkında genel bilgiler verilmiştir ve polimer kimyası ile ilgili literatür çalışması yapılarak, yapılan çalışmalar değerlendirilmiştir. Polimer harç ve betonlarının türleri ve uygulama alanları üçüncü bölümde ele alınmıştır. Polimerlerin viskoz davranış gösterdiği ve işlenebilirlik ile ilgili özellikleri dördüncü bölümde ele alınmıştır. Beşinci bölümde ülkemizde de yaygın olarak kullanılan epoksilerin uygulamalarda gösterdiği mükemmellik aktarılmıştır. Çimento ve su yerine bağlayıcı olarak epoksi reçinesi kullanılarak beton üretilmesi nedeniyle farklı bir çalışma olmuştur. Deneysel çalışmalarla ilgili konulara giriş yapılan altına bölümde ise üretilen beton ve harç karışımları ile kullanılan malzemeler tanıtılmıştır. Kullanılan epoksi, agrega ve fillerlerin fiziksel ve kimyasal özellikleri anlatılmıştır. Üretilen harç ve betonlara ait karışım oranlan verilmiştir. Yapılan deneysel çalışmalar anlatılmıştır. Eşeysel çalışmalarda üç farklı viskoziteye sahip epoksi reçinesine hacimce %5-l 0-1 5-25-35-45-55 oranlarında sekiz farklı filler kullanılarak viskoziteleri ölçülmüştür. Bu fillerler arasında köşeli tane yapısına sahip kalsit K7 ile yuvarlak taneli ince uçucu kül seçildi. Epoksi reçine hacminin %45'i alınarak kalsit K7 ve ince uçucu kül ile iki farklı viskoziteye sahip reçineler seçilerek bu reçineler ile epoksi betonları üretildi. %1 5-20-25-30 reçine-filler bağlayıcısına %85-80-75-70 oranlarında agrega ilave edildi. Kullanılan epoksiler reçine ve sertleştirici olmak üzere iki bileşenlidir. Epoksi betonların kıvam ve işlenebilirliğini araştırmak amacıyla yapılan deneylerde ilk önce sertleştirici ilave edilmeden çökme, Vebe deneyi ve sarsma tablası deneyleri yapılmıştır. Daha sonra sertleştirici ilave edilerek aynı deneyler tekrarlanmıştır. Ayrıca üç farklı reçinenin mukavemetlerini karşılaştırmak amacıyla saf halde, iki ayrı reçine ile kuvars ve kalsit K7 ilave edilerek numuneler hazırlanmıştır. Sertleşmiş betonlar ile saf epoksi reçine ve harçları üzerinde basınç dayanımı, eğilme dayanımı, ultrases hızı ve rezonans frekansı deneyleri yapılmıştır. Yedinci bölümde taze ve sertleşmiş harç ve beton deney sonuçlan toplu olarak sunulmuştur. Sekizinci bölümde elde edilen bu deneysel çalışmalar değerlendirilmiş ve grafikler yardımıyla sonuçlar irdelenmiştir. Son bölümde elde edilen çalışmaların sonuçlan açıklanmıştır. İncelik faktörünün epoksi betonlarının işlenebilme özelliklerini etkilediği ortaya çıkarılmıştır. X111

Özet (Çeviri)

SUMMARY THE WORKABILITY PROPERTIES OF POLYMER CONCRETE AND MORTARS INTRODUCTION Polymers were used in ancient period by the ancestors. The major difference is that these were used in natural form whereas today they are synthetically made. Polymers are used in concrete for different applications and amounts. In ancient, it did not give high strength and durability but today they are devoloped rapidly with other properties. The concrete-polymer composites are classified into the following three types by the principles of their process technology: 1-) Polymer-modified (or cement) mortar (PMM) and concrete (PMC) 2-) Polymer-impregnated mortar (PIM) and concrete(PIC). 3-) Polymer mortar (PM) and concrete (PC) This study includes third type of the concrete-polymer composites. Polymer concretes and mortars are widely used in coating applications; precast constructions panels, bridges and as patching materials for reinforced concrete structures; in constructions markets. The general properties are high strength, high adherence, low porosity, low permeability, in general low shrinkage and high chemical resistance. The workability for polymer mortars and concretes is an important property' that is limited by segregation and consistency properties. The workability of polymer concretes and mortars is effected by polymer/aggregate ratio, the grading of aggregate, polymer/filler ratio, the shape of aggregate and the viscosity of polymers used. EXPERIMENTAL STUDY İn this study, three different epoxy resins with different viscosities are selected and fly ash, silica fume, dolomit, calsit A2-A3-K7, quartz and ground limestone as fillers. The mortars are produced by adding different fillers by the volume of the resins such as %5-%10-%15-%25-%35-%45-%55. First of all the viscosity of the resins and hardeners measured by the qoaksiyel viscosimetre. After that the viscosity of the epoxy mortars was measured. Concretes are prepared with different polymer/ filler, polymer/fine aggregate, polymer/coarse aggregate ratios. Thus, the effect of the concentration of the filler- aggregate and the geometrical shape of the aggregate (spherical or angular) on the workability properties investigated. The fly ash and calsit K7 selected as fillers in epoxy concrete. The Seyitömer's fly ash has spherical shape and calsit K7 has angular shape. xivEpoxy types are A: Araldite, B: Beckopox, C: Chemres. The epoxy concretes were prepared by B and C epoxies. For each epoxy, a binding material is prepared at %45 ratio of filler and %55 ratio of polymer the binding materials ratios used in concretes 15-20-25-30 have 16 different concrete produced. On the fresh epoxy concrete slump, flow table, Vebe time teste are applied to measure workability. The tests were applied first without hardener and after with hardener. The specimens with different aggregate concentrations of epoxy concretes were prepared and the compressive and flexural strenght were measured. Furthermore the specimens prepared by pure epoxy and with filler. The compressive and flexural strenght of them were also measured. On the hardened epoxy, epoxy concretes and epoxy grouts rezonans frequency and ultrasound tests applied, thus the modulus of elastisity were determined. EXPERIMENTAL RESULTS The viscosities of three different epoxies were measured by the qoaksiyel viscosimetre. The volume of the filler content in the epoxy mortars are chosen as %5-10-l 5-25-35-45-55. The tests applied on the 8 different fillers such as three different calsit, dolomit, crushed stone, quartz, silica fume and fly ash. The shear stress (x) and the shear strain rate (y° ) have a relation as follows T = Tjy° + To y= bx + a where tj is viscosity and x0 is the yield value. Rheological results are given in Table 1,2 and 3 for the three epoxies tested, respectively. Table 1 Adding fillers in the A type epoxy resin XV7JIALDİTEl Crushed Stone |Quartz ISilicaFume İFlyAsh Filler rattoTJTTJr3rTJT %50,5 0,55 1,14 0,86 2,14 4,81 1,34 4,91 %50,511,152,11,16 1,37%100,56 1,56 1,16 1,53 2,547,83 1,62 6,08 %100,561,132,53 32,77 1,67%150,65 1,96 1,21 3,13 4,87 98,9 1,77 10,14 %150,671,23 0,34 4,28 143,78 1,8 2,46 %250,91 2,36 1,29 6,632,53 17,69 %250,92 0,13 1,28 0,672,59 5,54 %351,43 17,85 1,92 8,554,05 50,1 %351,46 6,78 1,93 3,894,37 16,64 %452,13 27,2 3,07 20,62%452,3 8,95 3,08 11,59%553,96 61,44 5,04 123,3%5513,43 158,72 16,54 132,721||| The viscosity of A type epoxies is higher than that of B type epoxy resin. İf the filler concentration is increased both the viscosity and yield value also increase. Table 2 shows the result of adding fîllers in the B type epoxy resin. Table2 Adding fîllers in the B type epoxy resin BeckopoxEP128Dolomitj Calsit-A3Calsit-A2 lCalsit-K7 Filler ratıoT\ Tr\ ıj\T TJT %5Ü43^95ÜT 14,151,2411,410,94 %5U5Ü6~ 1,241^280^95 %IÖÜ4 40M3“ 22,7ÜT15,151,071,98 %IÖ1^25ÖÜ9Iİ54~ 1,71Î~4İ1,891,080,45 %Î51^419,431,56 32,11,4517,771,252,1 %Î5î~434^1î^57~ 15,3~T~533,491,260,51 %252^311,211,79 45,211,8461,241,773,1 %252^8 5^61^99”15,362,0620,941,772,28 %352J731,143,84 106,44,7472,092,4323,5 %352^9İ11,074,39 25,315,0332,22,3120,02 %455~4247^524^840,48 %455^5120,014^4612,91 xviBeckopox EP 128 Crushed Stone QuartzSilica Füme Fly Ash Filler ratıoı\ı r\ ı t\ t t\ t %50261,36 0,841,02~L~6Î 1^660,96 Xİ5 %5“0^97”0^861^63 4^63 0,97 %KJTÖ51,44 0,88152JÎ24,94 1,41 ~3J5 %ÎÖTÖ6“0^952^Öİ 24,38 1,47 %Î51,296,27 1,154,844^24 68,34 1,89 103 %Î5”Ü291,140,93“3~54 125,84 1,88 2JÖ5 %251,79”8/71,8914,35 2,09 15,95 %25T/781,94^02 2,14 6^13 %352,5612,12 3,0222,15 2,95 3^2 %35~2^73,1010,89 3,1 1^5 %454^0517,79 4,1259,81 6,12 109,6 %454İ2Î4,6718,42 6,71 73,31 B type epoxy has a viscosity higher than that of C type epoxy. Table 3 shows the rheological results of adding the fillere in the C type epoxy resin. İt is shows that ali epoxies calsit A3's viscosity higher than calsit A2 and K7. Table 3 Adding the fillers in the C type epoxy resin ChemresE-95 Dolomit Calsit-A3 Calsit-A2 Calsit-K7 Filler ratıoTJrTJrTJrT]T %50,58 0,5 0,79 3,77 0,73 4,8 0,65%50,590,830,750,66%100.62 0,96 0,94 4,83 0,8 6,76 0,68 0,88 %100,610,950,83 1,05 0,69%150,72 1,12 1,17 4,95 0,95 6,98 0,78 0,98 %150,721,190,97 1,31 0,79%251,05 5,78 1,33 5,84 1,46 24,73 0,96 1,05 %251,05 1,07 1,41 3,49 1,6 2,64 1,12 0,67 %352,02 23,42 2,11 17,1 2,66 63,2 1,32 3,54 %352,15 3,16 2,08 13,89 2,96 14,43 1,53 2,08 %452,72 31,57 6,66 36,21 8,88 70,58 2,74 25,45 %452,89 14,55 6,48 40,3 8,98 62,43 2,83 8,86 %555,3 143,15,76 62,2 %55l 5,8 j 82,96 l llll 6,36 | 16,67 xviiChemres E 95 Crushed stone QuartzSilica Füme Fly Ash Filler raüoT]rt) TTJrTİ T %50,73 0,50,62 0,56 1,07 5,81 0,6%50,760,63_LJ0,62%100,79 0,62 0,63 1.36 1,58 15,8 1,24 1,1%100,790,651,45 19,2 1,24%150,86 1,38 0,68 2,22 3,08 99,76 1,37 1,34 %1S0.960,692,64 149,08 1,36%251,34 2,69 1,24 5,161,41 4,78 %251,38_y2,51,46%351,80 8,43 2,23 11,922,3 24,76 %351,68 8,14 2,07 13,892,37 8,87 %452,67 30,83 440,33,75 83,04 %452,85 8,72 4,19 214,3 33,45 %554,34 81,2%5514,70 [20,68 lllIII By using epoxies wfth different aggregate ratios, total of 16 series epoxy concretes were produced. İn ali the concretes, the filler ratıo in the binder (fîller+epoxy) was kept constant at 0,45. Table 4 shows the mixtures of the epoxy concrete. Table 4 The mix proportions of the produced series SeriTypeVolume (cm3)Weıght (gr) esEpoxyHarde.GravelSandFillerEpoxyHarde.GravelSandFiller 1B15k7132.330.6327,0326.059,3142.228.4857,9857,7160.5 2B20k7171.339.6298^8297,976^8184.236.8784784207.7 3B25k7208.448.2272.6271.893.4223,944.7715.1715,1252.6 4B30k7227.051.2230,9230.2101.9244,048.8605,8605,9275,5 5B15Fa157.5364310309.169.9169.333.8813J813,2117.7 6B20Fa200.546^4278.6277.789.0215.543.1730.7730,7149.8 7B25Fa239.755.4249.8249106,4257,751,5655.2655.1179.1 8B30Fa244.356.5213.0212,4176262,752.5558.9558,9296.2 9C15k7130.591.1329.0328^,058.8145.686J862.4863.0159 10C20k7169.2118.030130076.2188.6112.4789.5789,3205.9 11C25k7205.7143.5274.4273.692.7229.4136.6719,9719.9250.5 12C30k7210.7147.0249,9249.194.5235.0140.0655.6655.6255.5 13C15Fa152.7106,5311,8310.870,3170,3101.4817.8817,8118,3 14C20Fa194.9135^9280.828089.7217.3129.4736.7736/7151.0 15C25Fa233.5146.1252.4251.6107,5260^4139.1662^0662X)180İ9 16C30Fa200,1139.6215,5214,8149,5223.2132,9565,3565,3251,6 The slump, Vebe time and flow table tests were carried out adding the hardener to the mix, and also after the results are given in Table 5. xvjii'Table 5 Experimental results about fresh concrete properties Seri ConcretTempera Without HardenerWithHardener es e Typetüre (C) Slump Vebe,FlowTableSlump Vebe Flow Table JB 15 K726Shear 14 sn.110,1*10,19,5 13 sn. 110,1*10,4 2B20K727,5 47 sn.10,4*10,58,5 3,5 sn. 11,2*11,1 _3B25K7269,6 4 sn.12,3*12,1122 sn. 14,8*15,2 4B30K726_13l sn.18,8*18140,5 sn. 19*18,5 j>B 15 Uk30Shear S sn.10,2*10,68,5 2,5 sn. 10,6*10,8 6B20Uk2628 sn.10,4*10,611l sn. 14,3*15 7B25Uk29,5 7,5 3 sn.13,3*13,311,5 1,5 sn. 16,5*15,7 8B30Uk268,75 3 sn.14,2*13,813,5 l sn. 18,3*17,1 9C15K726,5 Shear 4 sn.10,3*10,19,53,5 sn. 11,2*11,1 10C20K727,51,7 8 sn.10,4*10,3130,5 sn. 18,7*18,9 11C25K726,511,7 2 sn.13,2*12,913,5 0,5 sn. 22,1*21,8 12C30K726_131,5 sn.17,8*17,6140,5 sn. 22,7*22,4 13C 15 ük28Shear 4 sn.10,1*10,29,5 1,5 sn. 12,8*14,1 14C20Uk261,5 8 sn.10,5*10,7111,5 sn. 15,7*15,4 15C25Uk267,9 2 sn.13,1*12,6140,5 sn. 22,0*21,2 16|C 30Uk 126\9\4,5 sn. 110,7*10,8 113,5 11 sn. 122,4*21,9 The modified teflon slump cone used to measure the slump of the epoxy concrete, The slump test results for B type epoxy concrete shown in Figüre l. For two concretes, prepared with Calsit K7 and fly ash, as filler, respectively. j ; 14 n. ' 12^^^* \ ~ 10 +B- Calsit K7jrl ' l o%/ __.* ı ^ o. «»/ A----; l fr^ v^/ /^ l § 6 t B-FIyAsh ^-^^/ /\ 1 T ıx v<s^«/' /! ! »Tvv^! jQ J!1,) i1015202530 ij lTbe Binding Materials Concenttation % ıl Figüre l The slump test results B type epoxy concrete without hardener.;dxThe slump of the epoxy concrete prepared with calsit K7 is higher than the slump of the epoxy concrete prepared fly ash, parallel to the test results of the viscosity of the resin mortar with fly ash is higher than that of the calsit K7 one. The slump test results for C type epoxy concretes with filler are shown in Figure 2. At lower of slump was obtained instead of a uniform one shear type. 14 12 10 + E e 8 c en 4 10 C- Calsit K7 C- Fly Ash 15 20. 25 The Binding Materials Concentration % 30 Figure 2 The slump test results C type epoxy concrete without hardener B type epoxy concrete Vebe test results are shown Figure 3 and C type epoxy concretes shown in Figure 4, respectively. Parallel results to the slump test are obtained except for the fly ash at 30% for epoxy C. 15 20 25 The Binding Materials Concentration % 30 i Figure 3 The Vebe time of the B epoxy concretes without hardener xxji i“J 4 l\\ C- Fly Asn^-”^ ! -g 4\\^^^ ! > 3 f\? i~ !C-Caîsîtl<7“ ”*l i0 Jıi11: l! i1015202530i jThe Binding Materials Concentratıon %î lrıı Figüre 4 The Vebe time of the C epoxy concretes without hardener în general when the slump increases, the vebe time decreases as expected. The flow tables test results are shown in Figüre 5 and 6. The change in flow table resıüts with concentraüon is smaller than these found in slump and Vebe tests, may be because of thixotropic behavıour. |l 18 -l-B- Cateit KT,^*j ^ 16 i^^.\ î 14 t___^_^--rj Jî 12 4-^zz=Z^- B-F\yAsh' g 10 f^^' H:! ^ 8Tîi ğ6+;l 4 f'! 2 +;' 0 J11,1| 1015202530i ıl jThe Binding Materials Coneentranon %j ii Figüre 5 On The B Type Epoxy Concrete Flow Table Tests Results Without Hardener xxili.ı o ^:,,l 16 lC- Calsit ^2^^^ \ | l 141^^*^^-^--* \ ! î 10“.-» ”^^^ r--^^ \ \ g g iC- Fly Ash! l 6 t: ! l E 4 -j-ı j ıo --l ! löl11:! ! i1015202530 ! li ı! jThe Binding Materials Concentratıon %j L,i Figüre 6 On The C Type Epoxy Concrete Flow Table Test Results Without Hardener As the slump and Vebe tests, the flow table values obtaıned for calsit K7 concretes are higher than those of fly ash över. The compressive and flexural strength of the epoxy concretes are given in Table 6. The compressive strenght results are also plotted in Figüre 7 and 8 for epoxies B and C, respectively. The strenghts showed optimum values at around %25 binder content. Table 6 Compressive and flexural strenght results maıntaıned from the experimental studies of epoxy concrete. SeriesConcrete type Compressive strength (N/mm2) Flexuralstrength (N/mm*) 1B-15- K768.415,72B-20- K7109,018,83B-25- K7117,320,34B-30- K7110,618,75B-15- UK93,918,96B-20- UK114,219,67B-25- UK119,421,98B-30- UK110,818,99C-15- K785,516,210C-20- K787,117,111C-25- K792,6-.17,912C-30- K78015,013C-15- UK89,116,214C-20- UK89,416,215C-25- UK93,717,516l C -30- UK|85,6j14,5 xxiil 1 -^ 100 -i-B-Fly Ash^^^^// i f) 80 T//l | J 60 { B-Calsit K7! i g l! ! 'g 40 +! ! t2o!i j W Q Jıııjj j1015202530j ıi lThe Binding Material Concentratıon %,| Figüre 7 The compressive strenght of the B type epoxy concrete jl j ^ 120 ı.-..!! | | i-i | l 100 -j- c-Fly Ash«==*=--_ İ'.ab 80 t-," - C-Catert K7^^~~ti ! | i!! j £ 60 fi l ? l;! l | 40+İ l §l' i | 20 i''İ ısı Ul..,;l IO -!-......+-..,,^___jl l10 15 20 25 30 l jl jTheBinding Material Concentration % i i,,i Figüre 8 The compressive strenght of the C type epoxy concrete Adding the filler increased compressive strenght but decreased the flexural streght. The dynamıc modulus of elastisity of epoxy concrete were measured by both the rezonans frequency and ultrasound tests. Table 7 shows the modulus of elastisity and unit weight of the epoxy concrete. xxiiiTable 7 The modulus of elastisity epoxy concrete maintained by the rezonans frequency When the aggregate concentration increases, the modulus of elastisity of concretes also increases, because aggregates are more rigid than epoxy as can be seen in Table 8. Also addition of filler into pure epoxy increased the stiffeness. Table 8 The modulus of elasticity pure epoxy and grout maintaned by the rezonans frequency Table 9 shows pulse velocity and maintained modulus of elastisity of the epoxy concretes in which higher modulus were obtained with respect to those calculated from resonans frequency measurements. But the trend with aggregate concentration is similar. XXIVTable 9 The dynamic modulus of elastisity of the epoxy concretes by the ultrasound test results XXVFinally the following results are obtained by the evaluation of the experimental study: 1 - The workability of epoxy polymer mortars and concretes is effected by polymer/ aggregate ratio, the grading of aggregate, polymer/filler ratio, the shape of aggregate and the viscosity of epoxy used. According to the theory the ratio of filler determines the mixture viscosity as the equtaion given below rj = r\0 (1 + k(p ) Where k is a constant (p is the filler ratio. Test results showed that the grading also affected the viscosity. 2- The fineness factor affects the workability of the epoxy concrete. The slump of angular shape calsit K7 is greater than that of fly ash with spherical shape, because of the higher fineness of the latter. This structure naturally increases the epoxy as boundary materials. If the binding ratios increase the slump, flow table values also increase but Vebe time decreases as expected. 3- The compressive and flexural strength of the epoxy concrete with fly ash are higher than those of concretes with the calsit K7 may be because of the stress concentration for the latter, with angular shape. The compressive and fleural strength of the epoxy concrete showed maximum at 25% binding concentration. The adding of filler in the epoxy increased the compressive strength but the flexural strength decreased. 4- The modulus of elastisity of the epoxy concretes obtained by the rezonans frequency showed that when the binder in epoxy concretes are increased the modulus of elastisity decreased. The modulus of elastisity of the epoxy concretes are effected by the used aggregate ratio as well as the type of the filler, higher the rigidity of filler, higher the modulus, as observed in concretes with fly ash and calsit K7. The modulus of elastisity of portland cement concretes are aproximately 210000 MPa. But the modulus of elastisity of epoxy concretes are between 7000-35000 MPa. XXVI

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