By ACI Committee 301
ACI 301 covers normal building specifications for cast-in-place structural concrete and slabs-on-ground. the 1st 5 sections disguise fabrics and proportioning of concrete; reinforcement and prestressing metal; construction, putting, completing, and curing of concrete; formwork functionality standards and development; remedy of joints; embedded goods, fix of floor defects; and completing of shaped and unformed surfaces. Provisions governing checking out, review, and attractiveness of concrete in addition to attractiveness of the constructions are integrated. the rest sections are dedicated to architectural concrete, light-weight concrete, mass concrete, posttensioned concrete, shrinkage-compensating concrete, commercial flooring slabs, tilt-up development, precast structural concrete, and precast architectural concrete.
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Transient response of the axially distributed beam core is also discussed. 1. Introduction pipe break might cause large h y d r o d y n a m i c loads across the core support barrel, core, and reactor vessel. T h e For a large, rapid, close-to-the-vessel break of the analytical m e t h o d s which have been used to analyze cold leg of a pressurized water reactor ( P W R ) , hydrody these hydroloads for nuclear reactor licensing submittals namic loads in the primary system during the subcooled are expected to overestimate both these loads and the portions transient responses of primary system c o m p o n e n t s .
We conclude from this that differences between measured and calculated velocities at the top of the structure are due primarily to differences in the rocking component. T o understand the reasons for similarities and dif ferences between the analytic model and physical test, we next consider the normal stresses acting at the soil-structure interface. Figs. 18a and b compare mea sured and calculated interface stresses beneath the up stream and downstream corners of the structure. 5 psi. This is equal and opposite to the initial static stresses induced by the weight of the structure and implies separation between soil and foundation.
15. T h e 1/12-size struct ural model is similar, with all dimensions scaled down by 2 / 3 . The structures were modeled as solid blocks having the correct mass distribution with height. 0 Fig. 13. Comparison of measured end computed velocity-time histories at 200 ft range, 5ft depth. Fig. 15. 1/8-size containment structure (SOI) and plane strain structural model used in posttest analyses of S I M Q U A K E II: (a) physical structure; (b) mass distribution; (c) 2 D plane strain model. K. Vaughan, J.