This document summarizes at present on hand information regarding excessive energy concrete (HSC). issues mentioned comprise collection of fabrics, concrete mix proportions, ordering, batching, blending, transporting, putting, quality controls, concrete homes, structural layout, fiscal issues, and functions.
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Additional resources for ACI 363R-10 - Report on High-Strength Concrete
75. 363R-40 ACI COMMITTEE REPORT Fig. 4—Proposed values of β1 as a function of concrete compressive strength. Fig. 5—Effect of compressive stress distribution shape on calculated flexural capacity. The effect of the shape of the compressive stress distribution on the calculated flexural capacity can be seen in Fig. 5, which plots the ratio of the nominal moment capacity calculated by Eq. (7-10) to the nominal capacity calculated per current ACI 318 provisions using Eq. (7-11). 5 is valid for under-reinforced behavior with singly reinforced rectangular sections and shows that the calculated flexural capacity deviates little as the shape of the stress block, and corresponding value of α1, is varied.
Values for temperature rise on the order of 100°F (56°C) in HSC columns containing 846 lb/yd3 (502 kg/m3) of cement were measured in a building in Chicago, as shown in Fig. 10 (CCHRB 1977). This temperature rise can often be controlled or reduced by using SCMs as replacement materials instead of cement. 15 was reported to range from 5 to 11°F per 100 lb/yd3 (5 to 10°C per 59 kg/m3) of cementitious material for mixtures with 30 to 32% fly ash replacement. These mixtures had temperature rises from 50 to 110°F (28 to 61°C) in HSC members with the aforementioned surface area-to-volume ratios containing 985 lb/yd3 (581 kg/m3) of cementitious materials (Myers and Carrasquillo 2000).
2(a) shows the generally parabolic shape of the compressive stress distribution in a beam made of lower-strength concrete. For HSC, the stressstrain curve is more linear than parabolic, resulting in the compressive stress distribution shown in Fig. 2(b). The nominal resisting moment for a cross section may be calculated knowing the internal forces T and C and the internal lever arm between them. Considering basic mechanics principles, the nominal flexural strength of underreinforced beams is controlled primarily by the internal tension force, which depends in turn on the quantity and yield strength of tensile reinforcement.