Abstract:
An admixture for cement compositions is prepared by calcining at 630° to 870° C. at least one substance selected from the group consisting of natural kaolin, halloysite and synthetic kaolin, effecting classification so that amorphous portions of alumina/silica having a mixing ratio of 0.5 to 1.3 form main components, with all particles having diameters up to 8 μm and an average diameter of 0.5 to 2 μm, and a specific gravity ranging from 2.45 to 2.55. This admixture is used to produce a cement composition such as mortar or concrete, which realizes excellent fluidity to promote workability, and a high strength structure.

Description:
BACKGROUND OF THE INVENTION 
     (1) Field of the Invention 
     The present invention relates to an admixture for cement compositions, and to cement compositions such as high strength mortar and high strength concrete using the admixture. 
     (2) Description of the Prior Art 
     High strength mortar known heretofore is formed by mixing fine aggregate and silica fume in appropriate quantities into a cement paste of about 30% water-cement ratio. Also known is high strength concrete formed by mixing coarse aggregate in an appropriate quantity into such mortar. 
     The conventional product including silica fume is highly viscous owing to the presence of silica fume. This results in low fluidity of the product filled into a mold, and hence a disadvantage of low workability. 
     Silica fume comprises ultra fine particles having diameters about 1/100 of cement. When used as it is, silica fume is difficult to handle since it becomes scattered. Therefore, silica fume usually is used in grains. This results in the disadvantage that a required quality cannot be obtained because of poor dispersibility when kneading time is insufficient. To secure high quality, measures such as extension of the kneading time must be taken, which prolongs the construction period. 
     On the other hand, as disclosed in U.S. Pat. No. 4,793,861, metakaolin including alumina and silica as main components is added as an admixture in order to promote product strength and to increase alkali-resistance of glass fibers contained in a cement-based product. 
     According to this known technique, metakaolin is obtained by a heat treatment of kaolinite at 700° to 900° C. However, such metakaolin usually is in the form of fine particles having greatly varying diameters, with numerous particles mixed together some of which are below 0.5 μm and others over 8 μm in diameter. The particles below 0.5 μm in diameter have large specific surface areas, and tend to have increased water absorption accordingly. Thus, a large quantity of a water reducing agent must be used in the case of a low water-cement ratio, which results in the disadvantage of high cost. There is a further disadvantage of a prolonged construction period with a long time consumed in the kneading operation as discussed above. Where coarse particles exceeding 8 μm in diameter are mixed, a required quality cannot be secured since concrete is not effectively filled to improve its strength. 
     SUMMARY OF THE INVENTION 
     An object of the present invention is to provide an admixture which, in obtaining a cement composition such as high strength mortal or high strength concrete, not only realizes increased strength but, with regard to workability, has low viscosity to assure good fluidity and, with regard to quality, has excellent stability little affected by variations in the kneading time and other factors. 
     Another object of the present invention is to provide a high quality and high strength cement composition which, by using a suitable quantity of the above admixture, exhibits the high strength early and undergoes little drying shrinkage. 
     In order to achieve the above objects, an admixture is prepared, according to the present invention, by calcining at 630° to 870° C. at least one substance selected from the group consisting of natural kaolin, halloysite and synthetic kaolin, and effecting classification so that amorphous portions of alumina/silica having a mixing ratio of 0.5 to 1.3 form main components, with all particles having diameters up to 8 μm and an average diameter of 0.5 to 2 μm, and a specific gravity ranging from 2.45 to 2.55. 
     As a starting raw material of the admixture, one or more of natural kaolin, halloysite and synthetic kaolin is/are used alone or in combination of two or three. 
     Natural kaolin is a typical clay mineral supplied by nature, and is called kaolinite to be exact The kaolinite is expressed by a chemical formula Al 2  Si 2  O 5  (OH) 4 , and its theoretical values are 39.5% of alumina (Al 2  O 3 ), 46.5% of silica (SiO 2 ) and 14.0% of water (H 2  O). Its crystal system is a monoclinic system which exhibits particles of hexagonal plate shapes under an electron microscope. Its thermal property is such that an endothermic peak occurs after 100° C. as a result of shedding of moisture adhering thereto, and that water contained in the form of hydroxyl group OH is shown forming a high endothermic peak around 600° C. 
     After completion of shedding of the hydroxyl OH, kaolinite becomes an amorphous state called metakaolin, and thereafter an exothermic peak occurs at 900° to 1000° C. 
     In manufacture of kaolin on a commercial scale, surface soil is removed from kaolin deposits, raw kaolin is collected from kaolin layers, and quartz, mica and other impurities are removed. After this initial refining process, the kaolin is turned into a slurry and sent to a refinery where kaolin undergoes a rinsing process and is dehydrated and dried to become a primary product. 
     The product is fired in a horizontal or vertical kiln to improve whiteness, opaqueness, electric insulation characteristics, strength and durability, and becomes a final product. 
     Halloysite is a typical clay mineral supplied by nature and belongs to the kaolin group, but has an excessive water content and low crystallinity. Halloysite is expressed by a chemical formula Al 2  Si 2  O 5  (OH) 4  ·2H 2  O and, when dried in nature, changes through an intermediate state of hydration to a state of containing little water between layers. Its crystal system is a monoclinic system which exhibits particles of hexagonal plate shapes under an electron microscope. Its thermal property is such that an endothermic peak occurs after 100° C. as a result of shedding of the interlayer water, and that water contained in the form of hydroxyl group OH is shown forming a high endothermic peak around 550° C. 
     Synthetic kaolin is manufactured from a solution containing aluminum and silicon under various vapor pressures at 150° to 450° C., by a coprecipitation method mixing solutions at a low temperature (room temperature), by an aluminum-organic substance complex decomposition method, or by a method of synthesis under a hydrothermal condition using natural minerals. Its alumina/silica mixing ratio is 1.1 to 1.3. When the mixing ratio is below 1.1, a required quality cannot be obtained with insufficient strength When the mixing ratio exceeds 1.3, a required quality cannot be obtained because of a delay in hardening of cement due to an excessive quantity of alumina. 
     The temperature for calcining the above admixture is controlled to be from 630° to 870° C. When the calcining temperature is below 630° C., amorphous components maintaining the molecular structure becomes reduced to obstruct a pozzolanic reaction. When the calcining temperature exceeds 870° C., the original structure collapses to cause crystal transformation, resulting in recrystallization to form a different mineral, thereby reducing the amorphous components to obstruct a pozzolanic reaction. 
     The admixture is classified so that all particles have diameters not exceeding 8 μm and an average diameter of 0.5 to 2 μm. When coarse particles exceeding 8 μm in diameter are present in the admixture, the concrete is not filled sufficiently to enhance strength as noted hereinbefore. 
     If the average particle diameter is below 0.5 μm, the use quantity of a water reducing agent increases when the water-cement ratio is low, thereby posing the problem of kneading difficulties. With the average particle diameter exceeding 2.0 μm, sufficient strength cannot be obtained. 
     The admixture is adjusted to a specific gravity ranging from 2.45 to 2.55. If the specific gravity is below 2.45, the alumina/silica ratio is affected to produce no strengthening effect. If the specific gravity exceeds 2.55, there occurs an inconvenience of an excessive quantity of alumina delaying hardening. 
     In a further aspect of the invention, a cement composition comprises an admixture prepared by calcining at 630° to 870° C. at least one substance selected from the group consisting of natural kaolin, halloysite and synthetic kaolin, and effecting classification so that amorphous portions of alumina/silica having a mixing ratio of 0.5 to 1.3 form main components, with all particles having diameters up to 8 μm and an average diameter of 0.5 to 2 μm, and a specific gravity ranging from 2.45 to 2.55, said admixture is added to cement in 5 to 30% by weight of the cement, with which fine aggregate, a water reducing agent and water are mixed. 
     The admixture is added to the cement in 5 to 30% by weight of the cement. Added in less than 5%, the admixture produces little effect. In excess of 30%, strength is enhanced to an insufficient degree. Thus, 10 to 20% is a preferred range. 
     The aggregate may be selected from ordinary sand, gravel, and crushed stone, and from such hard aggregates as silica stone, pyrite, hematite, magnetic iron ore, topaz, lawsonite, corundum, phenacite, spinel, beryl, chrysoberyl, electric stone, granite, andalusite, staurolite, zircon, baked bauxite, silicon carbide, tungsten carbide, ferrosilicon nitride, silicon nitride, fused silica, electrochemical magnesia, cubic silicon nitride, iron powder, iron balls, heavy calcined alum and fused alumina. 
     The water reducing agent may be selected from substances having, as main components thereof, salt of naphthalenesulfonic acid formaldehyde condensate, salt of melaminesulfonic acid formaldehyde condensate, polymeric lignin sulfonate and salts of organic acid polymer. 
     The cement may be selected from portland cements of the ordinary, rapid curing, high rapid curing, white, sulfate resisting types, and from blended cements blended with blast furnace slag, fly ash and the like. 
     It has been found through various experiments that a cement composition such as high strength mortar or high strength concrete, by using the admixture prepared under the conditions of a calcining temperature, alumina/silica mixing ratio, maximum diameter of all particles, average particle diameter and specific gravity all controlled as set out hereinbefore, exhibits sufficient strength as where silica fume is used as an admixture, and realizes the high strength early, with reduced drying shrinkage, in spite of a relatively low viscosity. 
     Consequently, the cement composition has high fluidity because of a narrow range of particle sizes, low viscosity and no cementing ability, and is easy to agitate so that the composition may be mixed reliably with a short time. Thus, the cement composition of the present invention is little affected by mixing time, may be filled into a mold speedily and easily, and assures a steady quality. 
     The high fluidity promotes the filling operation, and allows concrete surfaces to be finished easily and in an excellent way. This feature provides the further advantages of shortened construction periods and of a stabilized and improved quality with regard to compressive strength and drying shrinkage. 
     The high strength mortar which is a cement composition obtained by mixing the foregoing admixture in 5 to 30% by weight of the cement, to which an aggregate, water reducing agent and water are mixed, realizes the high strength early to promote workability, with reduced drying shrinkage which assures a steady quality for increased strength. This applies also to the high strength concrete which is a cement composition obtained by mixing the high strength mortar with coarse aggregate. 
    
    
     BRIEF DESCRIPTION OF THE DRAWINGS 
     FIGS. 1 (a) through (c) are graphs showing relations between X-ray diffraction angle and X-ray intensity, 
     FIG. 2 is a graph comparing use quantities of a water reducing agent, 
     FIG. 3 is a graph comparing fluidity, 
     FIG. 4 is a graph comparing compressive strength, 
     FIG. 5 is a graph comparing use quantities of a high-performance water reducing agent, 
     FIG. 6 is a graph comparing fluidity, 
     FIG. 7 is a graph comparing compressive strength, 
     FIG. 8 is a graph comparing variations in drying shrinkage, 
     FIG. 9 is a graph showing relations between compressive strength and cement to water ratio, 
     FIG. 10 is a graph showing relations between admixture mixing ratio and compressive strength at a 5% water-cement ratio, 
     FIG. 11 is a graph showing relations between admixture mixing ratio and compressive strength at a 5% water-cement ratio, 
     FIGS. 12 (a) through (c) are graphs showing relations between X-ray diffraction angle and X-ray intensity, 
     FIGS. 13 (a) through (c) are photographs taken with an electron microscope of crystal structures of an admixture in an embodiment of the present invention, silica fume and an admixture of a second comparative example, respectively, 
     FIGS. 14 (a) through (c) are graphs showing relations between X-ray diffraction angle and X-ray intensity, and 
     FIG. 15 is a graph comparing splitting tensile strength. 
    
    
     DESCRIPTION OF THE PREFERRED EMBODIMENTS 
     Next, embodiments of the present invention will be described in detail with reference to the drawings 
     Admixture in Embodiment 
     First, a kaolin slurry is prepared by mixing kaolin, water and a dispersing agent such as sodium tripolyphosphate. 
     The slurry is then classified by gravity separation and centrifugal separation to obtain an average particle diameter 1 to 2 μm and to remove impurities. 
     Thereafter the product is ground and classified so that all particles have diameters not exceeding 8 μm and that the average diameter becomes 0.5 to 2 μm. 
     Then, the product is dehydrated and dried, and calcined at a controlled temperature ranging from 630° to 870° C. As a result, an admixture is prepared and refined which has alumina and silica as main components, with an alumina/silica mixing ratio at 1.1 to 1.3, and a specific gravity of 2.45 to 2.55. 
     Results of X-ray diffraction tests will be described next, which tests have been conducted to verify degrees of non-crystallization of the above admixture and comparative examples. 
     The above admixture was used as an embodiment of the present invention, and admixtures in the first and second comparative examples were used for comparison purposes. 
     Admixture of Comparative Example I 
     Kaolin which is the starting raw material of the above admixture in the embodiment of the invention was used. 
     Admixture of Comparative Example II 
     Kaolin as used in the above admixture in the embodiment was just fired at 900° to 1000° C. without calcining. 
     Each of the admixtures in the embodiment, comparative examples I and II was packed in an equal quantity (500 mg) in a sample holder of aluminum, and measured by the power X-ray diffraction method (reflection method). FIGS. 1 (a), (b) and (c) show respective measurement results, in which the vertical axis represents X-ray intensity and the horizontal axis X-ray diffraction angle (20=180°). 
     The measurement conditions are as follows: 
     (1) X-ray Generator 
     RU-200B (rotary twin cathode type) manufactured by Rigaku Denki K.K. 
     X-ray Source: CuKa-ray Curved crystal monochrometer (graphite) is used. 
     (2) Goniometer 
     Model 2155D manufactured by Rigaku Denki K.K. 
     Slit System: 1.0° - 0.15 mm - 1.0° 
     Detector: Scintillation Counter 
     (3) Count Recorder 
     Model RAD-B manufactured by Rigaku Denki K.K. 
     It is clear from the above results that the admixture in the embodiment has lower diffraction peaks, stronger diffuse scattering, and a higher degree of non-crystallization, and more readily shows pozzolanic reaction when used as an admixture, than the admixtures of comparative examples I and II. 
     Next, mortars in an embodiment of the present invention and comparative examples will be described. 
     Mortar in Embodiment 
     Ordinary portland cement (JIS R 5210) and standard sand from Toyoura were added as cement and aggregate, respectively, to the admixture prepared and refined as above. These components were dry mixed for 15 seconds, and thereafter mixed with Tyupoll HP-8 Improved (manufactured by Takemoto Yushi K.K.) acting as a high-performance water reducing agent, and water. The product was agitated for 30 seconds and then scraped off, and finally agitated for 120 seconds to obtain a mortal sample. An omni-mixer was used for both the dry mixing and agitation. 
     Mortar of Comparative Example I 
     The admixture was removed from the above embodiment, and a mortar sample was prepared in the same way as the above embodiment. 
     Mortar of Comparative Example II 
     Silica fume from Iceland was mixed as an admixture into the above comparative example I, and a mortar sample was prepared in the same way as the above embodiment. 
     Table 1 below shows mixing rations of the admixture in the above embodiment and the silica fume of comparative example II. 
     
                       TABLE 1______________________________________(Mortar)             Emb.  C.E. II______________________________________Average part. diam (μm)               1.40     0.15Oil Absorp. (cc/g)  50-60   50-60PH                  5-6     5-7Water (%)           0.5     0.8Chemical Composition (%)SiO.sub.3           52.0    96.0Al.sub.2 O.sub.3    44.6    0.3Na.sub.2 O          0.2     0.2TiO.sub.2           1.9     --Fe.sub.2 O.sub.3    0.5     0.2K.sub.2 O           0.1     0.5CaO                 0.03    0.2______________________________________ 
    
     Table 2 shows mixing ratios for preparation of the mortar samples. 
     
                       TABLE 2______________________________________(Mortar)          Emb    C.E. I   C.E. II______________________________________Water-Cement Ratio (%)            25       25       25Quantities (kg/m.sup.3)Cement           848      1,060    848Water            266      266      266Fine aggregate   660      660      660Admixture        212       0       212Water red. agent (%)            4.0      4.5      10.0(by weight of cement)______________________________________ 
    
     With the above mortar samples, properties of unhardened mortar were checked by measuring air content (%: by a method according to JIS A 6201), temperatures (°C.: measured with a long thermometer) and flows (mm: by a method according to JIS R 5201). Compressive strengths (kgf/cm 2 ) were also measured at ages of one week, four weeks and eight weeks. 
     Table 3 shows the measurement results. 
     
                       TABLE 3______________________________________       Emb.    C.E. I     C.E. II______________________________________Air content (%)          3.2       4.1        3.3Flow (mm)     178 × 167                   208 × 198                              135 × 133Initial Mortar Temp.         29.5      29.0       30.0(°C.)Compress. strength(kgf/cm.sup.2)1 week          957     695        5824 weeks       1,229     957        8238 weeks       1,227     1,031      959______________________________________ 
    
     FIGS. 2, 3 and 4 show graphs comparing quantities of water used, fluidity (flows) and compressive strength, respectively. 
     It is clear from the above results that the high strength mortar according to the present invention exhibits the high strength earlier, and has a greater compressive strength than comparative examples I and II. Further, the motor according to the invention has excellent fluidity though the admixture is added thereto. 
     The results show that comparative example II using silica fume as an admixture has a lower strength than comparative example I not using an admixture. This is considered due to the same agitating condition which resulted in insufficient dispersion of silica fume in granules. That is, sufficient dispersion is expected to give comparative example II a strength close to the embodiment of the invention. 
     High strength concrete will be described next. 
     Concrete in Embodiment 
     The admixture prepared and refined as above, ordinary portland cement (JIS R 5210), a sand mixture of sea sand off Ogi Island (70%) and crushed sand from Ako (30%) acting as fine aggregate, and crushed stone from Ako (specific gravity: 2.63) acting as coarse aggregate were dry mixed for 15 seconds, and thereafter mixed with Tyupoll HP-8 Improved (manufactured by Takemoto Yushi K.K.) acting as a high-range water reducing agent, and water in a 30% water-cement ratio. The product was agitated for 30 seconds and then scraped off, and finally agitated for 120 seconds to obtain two concrete samples (Nos. 1a and 1b described later). The admixture was added in 15% of the cement. A forced mixing type mixer was used for both the dry mixing and agitation. 
     Concrete of Comparative Example I 
     The admixture was removed from the above embodiment, and two concrete samples (samples Nos. 2a and 2b described later) were prepared in the same way as the above embodiment. 
     Concrete of Comparative Example II 
     Silica fume from Iceland was mixed as an admixture into the above comparative example I, and two concrete samples (samples Nos. 3a and 3b) were prepared in the same way as the above embodiment 
     Concrete of Comparative Example III 
     Metakaolin (containing particles exceeding 8 μm in diameter in 15 to 25% of all particles) was mixed as an admixture into the above comparative example I, and a concrete sample (sample No. 4 described later) was prepared in the same way as the above embodiment. 
     Concrete of Comparative Example IV 
     Fine powder of silica having a 5 μm average particle diameter was mixed as an admixture into the above comparative example I, and a concrete sample (sample No. 5 described later) was prepared in the same way as the above embodiment. 
     Concrete in Comparative Example V 
     The same admixture as used in the above embodiment but just fired instead of being calcined was mixed as an admixture into the above comparative example I, and a concrete sample (sample No. 6 described later) was prepared in the same way as the above embodiment. 
     Table 4 below shows chemical compositions and average characteristics of the admixture in the above embodiment and in the comparative examples II, III, IV and V. 
     
                       TABLE 4______________________________________(Concrete)    Emb.   II      III      IV    V    1a, 1b 3a, 3b  4        5     6______________________________________Av. part. diam.       1.40     0.15   1.5    0.8   1.4(μm)Oil Abs. (cc/g)      50-60    50-60   70-80  40-50 45-55PH         5-6      5-7     5-7    4-5   8.5-9.5Water (%)  0.5      0.8     0.4    0.8   0.5Chem. Comp. (%)SiO.sub.2  52.0     96.0    56.91  98.0  52.3Al.sub.2 O.sub.3      44.6     0.3     39.68  --    44.6Na.sub.2 O 0.2      0.2     --     --    0.2TiO.sub.2  1.9      --       0.54  --    1.6Fe.sub.2 O.sub.3      0.5      0.2      0.93  --    0.6K.sub.2 O  0.1      0.5     --     --     0.02CaO         0.03    0.2      0.32  --     0.03______________________________________ 
    
     Table 5 shows mix proportions for preparation of the concrete samples in the above embodiment and comparative examples I through V. 
     
                       TABLE 5______________________________________(Concrete)     Emb.     I       II-V     1a, 1b   2a, 2b  3a, 3b, 4, 5 &amp; 6______________________________________Wat./Cem. Rat. (%)        30         30      30Quantities(kg/m.sup.3)Cement      496        583     496Water       175        175     175Fine aggr.  549        549     549Coarse aggr.       1,040      1,040   1,040Cement adm.  87         0       87______________________________________ 
    
     With the above concrete samples, properties of fresh concrete were checked by measuring use quantities of the high-range water reducing agent, slump (cm), air content (%: by a method according to JIS A 6201), initial concrete temperatures (° C.: measured with a long thermometer) and flows (mm: by a method according to JIS R 5201). 
     Table 6 shows the test results. FIG. 5 shows a graph comparing average use quantities of the high-range water reducing agent when the slump becomes 19 cm, among the samples excluding that of comparative example V. FIG. 6 shows a graph comparing fluidity similarly when the slump becomes 19cm. In these graphs, values corrected on the basis of two types of values being averaged are shown for the embodiment and comparative examples 1 and 2, while values corrected on the basis of values in the table are shown for comparative examples III and IV. These values are as follows: Use Quantities of the Water Reducing Agent Embodiment: 1.71, Comparative Example I: 1.13, Comparative Example II: 2.79, Comparative Example III: 1.95, Comparative Example IV: 1.38, and Comparative Example V: 1.90 Fluidity 
     Embodiment: 361, Comparative Example I: 375, Comparative Example II: 314, Comparative Example III: 299, Comparative Example IV: 335, and Comparative Example V: 530 
     
                                           TABLE 6__________________________________________________________________________  1a  1b  2a  2b  3a  3b  4   5   6__________________________________________________________________________W. r. a. (%)  1.85      1.60          1.10              1.20                  2.80                      2.30                          1.90                              1.40                                  1.90Slump (cm)  19.6      19.5          16.8              19.5                  21.3                      21.5                          20.5                              25.0                                  25.0Air cont. (%)  3.3 2.2 2.9 2.3 3.0 2.3 2.9 0.6 2.0Flow (mm)  364 369 269 376 450 434 386 498 530Temp. (°C.)  24.0      26.0          24.5              25.5                  25.0                      25.0                          24.0                              25.5                                  24.0__________________________________________________________________________ 
    
     In Table 6, the water reducing agent is shown in percentage (%) with respect to the cement weight. 
     Further, ages (in days) of the respective samples reaching the maximum temperature were checked, and the results are as follows: 
     1a; 11:25, 1b; 11:00, 2a; 13.15, 2b; 12:30, 3a; 15:20, 3b; 14:00, 4; 13:35, 5; 15:30, and 6; 14:00. 
     The respective samples were measured also with regard to compressive strength (kgf/cm2) at ages of one week and four weeks, and drying shrinkage (x10-6) (JIS A 1129) at ages of one week, four weeks, eight weeks, three months, six months and eight months. Table 7 shows the measurement results. FIG. 7 shows a graph comparing compressive strength among the samples excluding that of comparative example V. FIG. 8 shows a graph comparing degrees of drying shrinkage. FIG. 9 shows a graph of relations between compressive strength and cement-water ratio (C/W). 
     In the graph comparing compressive strength, averages of two types of values are shown for the embodiment and comparative examples I and II. The graph comparing the degrees of drying shrinkage is based on the value of 1a for the embodiment, the value of 2a for comparative example I, and the value of 3a for comparative example II. 
     
                                           TABLE 7__________________________________________________________________________   1a  1b 2a  2b 3a  3b 4   5  6__________________________________________________________________________Comp. str.(kgf/cm.sup.2) 7 days 691 698          554 598                 594 620                        597 600                               61828 days 834 886          685 695                 784 814                        749 703                               799Drying shrink.(× 10.sup.-6) 1 day   51  47           74  87                  74  90                         63  78                                75 3 days  91  94          116 124                 128 126                        128 109                               132 7 days 134 113          174 179                 176 184                        199 175                               20714 days 172 159          205 188                 256 251                        231 209                               24128 days 196 206          300 284                 287 296                        351 244                               34056 days 203 231          372 368                 325 331                        406 284                               391 3 months   184 222          371 381                 337 346                        429 346                               401 6 months   220 243          401 392                 348 357                        435 333                               422 8 months   244 257          435 428                 378 375                        472 363                               446__________________________________________________________________________ 
    
     It is clear from the above results that the samples in the embodiment of the present invention exhibit the high compressive strength early and have excellent workability. It is also clear that these samples have only minor drying shrinkage, and an improved quality with little cleavage resulting from drying. 
     The compressive strength of the concrete using the admixture according to the present invention was measured by varying its water-cement ratio and the ratio of the admixture added with respect to the cement (expressed in percentage by weight). Table 8 shows the measurement results. FIG. 10 shows a graph of relations, in the samples of the embodiment, between mixing ratio of the admixture and compressive strength, at the 25% water-cement ratio. Further, FIG. 11 shows a graph of relations, in the samples of the embodiment, between mixing ratio of the admixture and compressive strength, at the 35% water-cement ratio. 
     
                       TABLE 8______________________________________                   Comp. Str.W/C ratio  Mix ratio    (kgf/cm.sup.2)(%)        (%)          7 days  28 days______________________________________25         10           741     79125         15           824     94825         20           777     89330          0           554     68530          0           598     69530         15           691     83430         15           698     88635         10           593     73135         15           599     73835         20           650     772______________________________________ 
    
     It is inferred from these results that, for practical purposes, the admixture may be added in the ratio ranging from 5 to 30% with respect to the cement, and suitably in the range of 10 to 20%. 
     Experimentation has been made in order to infer a mechanism for promoting the strength of concrete with the admixture according to the present invention, the results of which will be described next. 
     The admixture of the foregoing embodiment, silica fume, and the admixture of the comparative example II which had only been fired were used as admixtures. 1 g of calcium hydroxide Ca(OH) 2  and 30 g of pseudo-bleeding water were added to 1 g of each admixture. Samples were prepared by dispersing the mixture with ultrasonic wave for five minutes. Each sample as prepared above was shaken once a week. Upon lapse of two months by which the samples had completely gelled, the reaction products were identified by the same powder X-ray diffraction method as described hereinbefore. The results are shown in FIG. 12. Also, the configurations were observed with an electron microscope (power: 5000). The results are shown in FIG. 13. 
     The above pseudo-bleeding water was prepared by dissolving 3.65 g of sodium hydroxide NaOH, 8.02 g of potassium hydroxide and 1.27 g of calcium hydroxide Ca(OH) 2  in 1 liter of water in accordance with a mixing ratio obtained from an analysis of bleeding water for cement. 1 g of cement and 30 g of water were added to 1 g of each of the admixture of the foregoing embodiment, silica fume, and the admixture of the comparative example II which had only been fired. The reaction products were identified by the powder X-ray diffraction method after two months as described hereinbefore. The results are shown in FIG. 14. 
     The results of the experiments show the following facts about the sample of the embodiment, the silica fume sample, and the sample of comparative example II. 
     Sample of Embodiment: As shown in FIG. 12 (a) and FIG. 14 (a), a crystallization reaction such as ettringite formation has taken place simultaneously with the pozzolanic reaction. Further, as seen from FIG. 13 (a), new crystals have developed through recrystallization. 
     Silica Fume Sample: As shown in FIG. 12 (b) and FIG. 14 (b), only a pozzolanic reaction has taken place. As seen from FIG. 13 (b), no new crystals have developed. 
     Comparative Example II: As shown in FIG. 12 (c) and FIG. 14 (c), the pozzolanic reaction is dominant. Further, as seen from FIG. 13 (c), no new crystals have developed though changes in configuration are more apparent than with the silica fume sample. 
     It is inferred from the above that, according to the present invention, initial strength is promoted by the pozzolanic reaction and the crystallization reaction such as ettringite formation taking place simultaneously. It is also inferred that the development of new crystals is effective to reduce drying shrinkage. 
     Further, splitting tensile strength tests and compressive strength tests were carried out on high strength concrete samples of embodiments II through V and comparative examples VI through XVI. Results of these tests will be described hereinafter. 
     The splitting tensile strength tests were based on JIS A 1113, in which the samples were placed with no spacing between upper and lower pressure plates of a compression tester (based on JIS B 7733). Load was applied uniformly in a way to avoid shocks, and maximum 
     ) of the compression testing machine before the samples were broken were read. 
     Three pieces of each sample were prepared for the splitting tensile tests. For the compressive strength tests, three pieces of each sample were prepared for an age of four days, five pieces for an age of seven days, and five pieces for an age of 28 days. However, for each of the embodiment V and comparative example XVI, three pieces each were prepared for the age of seven days and the age of 28 days. 
     Concrete in Embodiment II 
     132 kg/m 3  of the admixture prepared and refined as above, 530 kg/m 3  of ordinary portland cement (JIS A R 5210), 604 kg/m 3  of a sand mixture (specific gravity: 2.58, fineness modulus: 3.00) of sea sand off Motojima Island (70%) and crushed sand from Danto (30%) for use as fine aggregate, and 976 kg/m 3  of crushed stone from Danto (specific gravity: 2.63) for use as coarse aggregate were dry mixed for 15 seconds, and thereafter mixed with 165 kg/m 3  of a high-range water reducing agent (manufactured by Takemoto Yushi K.K.) and water in a 25% water-cement ratio The product was agitated for 30 seconds and then scraped off, and finally agitated for 120 seconds to obtain a concrete sample of embodiment II (No. 18 described later). The coarse aggregate had a maximum particle diameter of 20mm. The sand-coarse aggregate ratio (S/A) which is the proportion of the fine aggregate in the entire aggregate was 38.7 %. The dosage of the water reducing agent was 1.2% by weight of the cement. The admixture was added in 20% of the cement. A single-shaft pan type mixer was used for both the dry mixing and agitation. 
     Concrete in Embodiment III 
     A sample of embodiment III (No. 19 described later) was prepared in the same way as embodiment II above, except that 99 kg/m 3  of the admixture and 5 563 kg/m 3  of ordinary portland cement (JIS R 5210) were used, that the admixture was added in the ratio of 15%, and that the dosage of the water reducing agent was 1.0% by weight of the cement. 
     Concrete in Embodiment IV 
     A sample of embodiment IV (No. 20 described later) was prepared in the same way as embodiment II above, except that 66 kg/m 3  of the admixture and 530 kg/m 3  of ordinary portland cement (JIS R 5210) were used, that the admixture was added in the ratio of 10%, and that the dosage of the water reducing agent was 0.95% by weight of the cement. 
     Concrete in Embodiment V 
     A sample of embodiment V (No. 25 described later) was prepared in the same way as embodiment III above, except that 54 kg/m 3  of the admixture, 306 kg/m 3  of ordinary portland cement (JIS R 5210), 791 kg/m 3  of a sand mixture (specific gravity: 2.56, fineness modulus 2.03) of crushed sand from Ako (70%) and sea sand off Motojima Island (30%) acting as fine aggregate, and 914 kg/m 3  of crushed stone from Ako (specific gravity: 2.63) acting as coarse aggregate were used, that the unit quantity of water was 180 kg/m 3 , that the water-cement ratio was 50%, that the fine aggregate ratio (S/A) was 46.4%, and that the dosage of the water reducing agent was 1.45% by weight of the cement. 
     Concrete of Comparative Example VI 
     A sample of comparative example VI (No. 11 described later) was prepared in the same way as embodiment III above, except that 99 kg/m 3  of silica fume was used as an admixture and that the dosage of the water reducing agent was 1.8% by weight of the cement. 
     Concrete of Comparative Example VII 
     A sample of comparative example VII (No. 12 described later) was prepared in the same way as embodiment III above, except that 116 kg/m 3  of silica fume was used as an admixture, that 659 kg/m 3  of ordinary portland cement (JIS R 5210), 537 kg/m 3  of the fine aggregate, and 155 kg/m 3  of unit quantity of water were used, that the water-cement ratio was 20%, that the fine aggregate ratio (S/A) was 35.9%, and that the dosage of the water reducing agent was 2.0% by weight of the cement. 
     Concrete of Comparative Example VIII 
     A sample of comparative example VIII (No. 13  described later) was prepared in the same way as embodiment VII above, except that crushed stone from Ako (specific gravity: 2.63) was used as coarse aggregate. 
     Concrete of Comparative Example IX 
     A sample of comparative example IX (No. 14 described later) was prepared in the same way as embodiment VII above, except that 586 kg/m 3  of the fine aggregate and 927 kg/m 3  of the coarse aggregate were used, that the coarse aggregate had a maximum particle diameter of 15mm, and that the fine aggregate ratio (S/A) was 39.2%. 
     Concrete of Comparative Example X 
     A sample of comparative example X (No. 15 described later) was prepared in the same way as embodiment VII above, except that 620 kg/m 3  of cement, 632 kg/m 3  of the fine aggregate, 878 kg/m 3  of the coarse aggregate and 155 kg/m 3  of silica fume were used, that the coarse aggregate had a maximum particle diameter of 10mm, that the admixture was added in the ratio of 20%, that the fine aggregate ratio (S/A) was 42.3%, and that the dosage of the water reducing agent was 2.7% by weight of the cement. 
     Concrete of Comparative Example XI 
     A sample of comparative example XI (No. 16 described later) was prepared in the same way as embodiment X above, except that 659 kg/m 3  of cement and 116 kg/m 3  of silica fume were used, that the admixture was added in the ratio of 15%, and that the dosage of the water reducing agent was 2.5% by weight of the cement. 
     Concrete of Comparative Example XII 
     A sample of comparative example XII (No. 17 described later) was prepared in the same way as embodiment XI above, except that the admixture was added in the ratio of 10%, and that the dosage of the water reducing agent was 2.2% by weight of the cement. 
     Concrete of Comparative Example XIII 
     A sample of comparative example XIII (No. 21 described later) was prepared in the same way as embodiment III above, except that coated metakaolin was used as an admixture, and that the dosage of the water reducing agent was 1.1% by weight of the cement. 
     Concrete of Comparative Example XIV 
     A sample of comparative example XIV (No. 22 described later) was prepared in the same way as embodiment III above, except that silica fume and the admixture of the embodiment were mixed in the ratio of 10% each as admixtures, and that the dosage of the water reducing agent was 1.05% by weight of the cement. 
     Concrete of Comparative Example XV 
     A sample of comparative example XV (No. 23 described later) was prepared in the same way as embodiment III above, except that 135 kg/m 3  of silica fume was used as an admixture, that 763 kg/m 3  of ordinary portland cement (JIS R 5210), 456 kg/m 3  of the fine aggregate, 927 kg/m 3  of the coarse aggregate, and 159 kg/m 3  of unit quantity of water were used, that the water-cement ratio was 17.7%, that the fine aggregate ratio (S/A) was 31.9%, and that the dosage of the water reducing agent was 4.0% by weight of the cement. 
     Concrete of Comparative Example XVI 
     A sample of comparative example XVI (No. 24 described later) was prepared in the same way as embodiment III above, except that the admixture was not used, that 360 kg/m 3  of ordinary portland cement (JIS R 5210), 791 kg/m 3  of a sand mixture (specific gravity: 2.56, fineness modulus: 2.03) of crushed sand from Ako (70%) and sea sand off Motojima Island (30%) acting as fine aggregate, and 914 kg/m 3  of crushed stone from Ako (specific gravity: 2.63) acting as coarse aggregate were used, that the unit quantity of water was 180 kg/m 3 , that the water-cement ratio was 50%, that the fine aggregate ratio (S/A) was 46.4%, and that the dosage of the water reducing agent was 1.1% by weight of the cement. 
     Splitting tensile strength tests were carried out on the high strength concrete samples at the age of four weeks of the above embodiments II through V and comparative examples VI through XVI. Table 9 shows the test results. 
     
                       TABLE 9______________________________________S.T. Strength(kfg/cm.sup.2)           Spc. GravitySample  measur.  average     measur.                               average______________________________________11      57.8                 2.417   35.1     49.2        2.455  2.437   54.6      σ = 10.0                        2.43912      42.9                 2.459   48.9     45.9        2.442  2.446   45.8     σ = 2.4                        2.43813      28.7                 2.443   54.4     50.4        2.422  2.438   58.3     σ = 8.5                        2.44914      35.4                 2.452   43.1     38.4        2.453  2.455   36.7     σ = 3.4                        2.46115      36.8                 2.415   37.4     41.7        2.425  2.420   50.8     σ = 6.5                        2.42016      51.8                 2.429   48.1     47.8        2.447  2.432   43.3     σ = 3.5                        2.41917      53.9                 2.452   56.2     51.5        2.452  2.450   44.5     σ = 5.1                        2.44718      *32.0    74.8        2.433   75.0     *60.5       2.457  2.444   74.6      σ = 20.2                        2.44119      66.9                 2.413   74.6     62.8        2.426  2.417   47.0      σ = 11.6                        2.41220      69.6                 2.452   57.4     55.9        2.401  2.431   40.8      σ = 11.8                        2.44021      72.9                 2.460   72.6     67.9        2.464  2.460   58.3     σ = 6.8                        2.45522      42.9                 2.430   63.7     56.8        2.417  2.422   63.9     σ = 9.9                        2.41823      42.1                 2.421   49.5     44.0        2.441  2.428   40.4     σ = 4.0                        2.42224      32.5                 2.421   33.6     31.5        2.405  2.410   28.4     σ = 2.2                        2.40625      35.1                 2.307   28.0     31.7        2.317  2.315   31.9     σ = 2.9                        2.320______________________________________ 
    
     In Table 9, σ shows standard deviations. The sign (*) affixed to a measurement result for embodiment II shows possibility of an error having occurred with the sample or with measurement of the sample. Two average values of splitting tensile strength are shown, one of which takes into account the result which may be in error and the other does not. 
     For clarity, FIG. 15 shows a graph comparing the splitting tensile strength between comparative example VI and embodiments II through IV in which the water-cement ratio is 25%. 
     Splitting tensile strength tests were carried out on the high strength concrete samples of the foregoing embodiments II through V and comparative examples VI through XVI. Table 10 shows the test results. 
     
                                           TABLE 10__________________________________________________________________________Compressive Strength (kgf/cm.sup.2)4 days of age    7 days of age                        28 days of ageSample    measur.      average           measur.                  average                       measure                              average__________________________________________________________________________11  867         1076        1303    840          940        1185    799    835   915    938 1255   1298    --     σ = 28.0            949    966 1299   1275    --           949   σ = 56.5                       1334   σ = 51.512  896         1036        1404    923          978   1350    785    868  1038   1018 1359   1386    --     σ = 59.7           1039   σ = 24.7                       1432   1349    --          1001        1198   σ = 81.113  784          845        1163    772          886        1114    779    778   873    886 1165   1162    --     σ = 4.9            893    878 1151   1152    --           893   σ =  18.0                       1169   σ = 20.014  892         1026        1385    906         1056        1389    901    900  1048   1047 1397   1390    --     σ = 5.8            988   1035 1390   1374    --          1059   σ = 26.4                       1309   σ = 32.8    847         1080        137815  848         1058        1273    884    860  1078   1063 1240   1305    --     σ = 17.2            993   1049 1343   σ = 49.3    --          1034   σ = 32.4                       129116  902         1035        1370    906         1090        1355    909    906  1033   1049 1346   1352    --     σ = 2.9           1019   σ = 25.9                       1337   1307    --          1067        1129   σ = 89.717  856         1092        1249    890         1126        1291    870    872  1099   1090 1182   1246    --     σ = 14.0           1087   1097 1194   σ = 51.9    --          1081   σ = 15.7                       131418  897         1098        1267    929         1110        1250    888    905  1133   1097 1324   1260    --     σ = 17.6           1086 1104                  1277 1273    --          1095   σ = 16.2                       1249   σ = 27.619  866         1047        1216    896         1117        1201    907    890  1105   1083 1286   1241    --     σ = 17.3           1077   σ = 25.4                       1188   σ = 50.6    --          1067        1317    875         1033        123520  873         1065        1206   1222    908    885  1028   1048 1239   1234    --     σ = 16.0           1040   σ = 18.8                       1278   σ = 26.1    --          1076        121121  820          942        1159    817          943        1191    802    813   867    923 1229   1205    --     σ = 7.9            940   σ = 28.9                       1238   σ = 28.3    --           923        121022  828         1020        1178    791         1015        1062    836    818  1035   1029 1264   1214    --     σ = 19.6           1047   σ = 11.3                       1205   1183    --          1030        1208   σ = 67.023  865         1020         988    844         1044        1342    878    862  1035   1040 1348   1313    --     σ = 14.0           1038   σ = 14.0                       1222   1248    --          1063        1341   σ = 13824  292          358         418    285    289   348    350  452    441    290    σ = 2.9            3245  σ = 5.6                        452   σ = 16.025  295          371         526    270    282  381     372  547    545    281    σ = 10.2            363   σ = 117.4                        563   σ = 15.1__________________________________________________________________________ 
    
     In Table 10, σ shows standard deviations. The underlined measurement results show possibility of errors having occurred with the samples or with the measurement of the samples. Two average values are shown, one of which takes into account the result which may be in error and the other does not, the former being underlined. 
     It is clear from the results of the splitting tensile tests and compressive strength tests that, where the water-cement ratio is the same, the samples of embodiments II through V have improved splitting tensile strength and compressive strength, while having excellent fluidity, over the comparative examples. 
     More particularly, where the water-cement ratio is reduced to 30% or below in order to enhance strength, the product cannot be kneaded without mixing an admixture thereinto. Where the conventional silica fume was mixed as the admixture, the splitting tensile strength and compressive strength were insufficient. An improvement in this aspect is made possible by using the admixture according to the present invention. 
     A very high strength and high quality may be realized with Precast Concrete poles, beams, piles, using the admixture according to the present invention. 
     Although the present invention has been described and illustrated in detail, it is clearly understood that the same is by way of illustration and example only and is not to be taken by way of limitation, the spirit and scope of the present invention being limited only by the terms of the appended claims.