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Theaters used to an important civic space, and nowadays urban spaces have begun to be viewed as theatrical spaces. Theaters as well as cinemas are primarily shared spaces. As online viewing of films has become more prevalent, it is pertinent to explore how a shared experience can be enhanced. An outdoor theater where neighbors could gain access by foot, an atrium where preview viewing, discussion and gallery viewing could happen concurrently, are a few examples of what this multiplex offers. The multiplex is located at Van Ness Metro Station facing Connecticut Ave in Washington D.C. The Multiplex comprises eleven movie theaters with seating capacity ranging from 35 to 150, an outdoor theater, a restaurant and several roof terraces. / Master of Architecture

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The present recommendations of the ACI-ASCE Committee 352 for the design of ductile moment resistant beam to column connections limit the joint shear stress to γ√f'(c), where the factor γ is a function of the joint geometric classification and the loading condition. The value of compressive strength f'(c) used in the above expression should not exceed 6000 psi. This limitation causes considerable difficulty in the design of high-strength concrete frames. An experimental study of twelve large-scale exterior beam to column subassemblies was completed at The University of Arizona. The specimens were subjected to cyclic inelastic loading. The variables studied were the concrete compressive strength (8.1, 10.7, and 13.6 ksi), the joint shear stress (1100 and 1400 psi), and the degree of joint confinement provided in the form of closed ties. Although high-strength concrete is more brittle than normal-strength concrete, the study showed that frames constructed of high-strength concrete can perform satisfactorily in earthquakes zones when attention is given to proper detailing of joints. The flexural strength ratio, degree of joint confinement, development length of bars, and joint shear stress are all very important factors to be considered in the design process. The maximum permissible joint shear stress suggested by ACI-ASCE Committee 352 was modified for frames constructed with high-strength concrete. The proposed joint shear stress drawn from test results does not affect the factor γ which depends on the joint type and its geometric classification. Therefore, in the absence of any further data about interior joints, the proposed joint shear limit for high-strength concrete can be used for all types and geometric classifications of joints. Furthermore, new requirements for joint confinement were presented to ensure ductile behavior of frames. It is important to note that current Recommendations for joint confinement, which were developed for normal-strength concrete, cannot be satisfied for high-strength concrete frames. The hysteresis response of specimens tested and other normal-strength concrete specimens tested by different investigators were compared in terms of their energy absorption capacity. This comparison was essential to alleviate concern about the lack of ductility of high-strength concrete. Favorable results were obtained. This research is important for practitioners to gain more confidence using high-strength concrete for structural design applications especially in seismic zones.

This thesis evaluates the use of fibrous reinforced concrete as a viable structural repair alternative. An independent laboratory investigation was conducted to substantiate the validity of the marketed claims of Polypropylene Fiber Reinforced Concrete (PFRC) and of Steel Fiber Reinforced Concrete (SFRC) to improve the long-term performance of conventional portland cement concrete. The study found that SFRC significantly increases the compression strength, flexural behavior, and material toughness of PCC, whereas the test response for PFRC yielded minimal contributory strengths. The work examines the function of fibers; FRC's historical background, prevalent economic considerations, and modern repair applicational developments; remedies to overcome the negative aspects of SFRC; current research programs; and future trends. The author recommends trial field demonstration of Steel Fiber Reinforced Micro-Silica Dense Concrete (SFR-MSDC) as a cost-competitive material alternate in lieu of non-fibrous Latex-Modified Concrete (LMC) to more proficiently rehabilitate fatigue-distressed bridge decks.

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Typescript, etc. / Digitized by Kansas Correctional Industries

Typescript. Bibliography: leaves 318-338.

The research reported in this thesis was carried out in two phases to investigate the behaviour of reactive powder concrete (RPC) columns. In the first phase of this study, six steel fibre reinforced RPC columns of 150 mm square cross section were tested to failure under various loading eccentricities. The RPC mix contained 2 percent (by volume) of straight steel fibres with a concrete strength of about 150 MPa. The columns contained either 4 or 7 percent of longitudinal reinforcement but no tie reinforcement in the test region. All the columns failed in a controlled manner and no buckling of the longitudinal steel or cover spalling was observed, even well beyond the peak load. The tests revealed that stirrups can be significantly reduced for steel fibre reinforced RPC columns, which could lead to an increase in the speed of construction with an associated potential reduction in construction costs. In the second phase, 17 RPC columns were tested with 16 confined using carbon fibre reinforced polymer (CFRP). The concrete mix contained either no fibres or 2 percent (by volume) of straight steel fibres with concrete strength of approximately 160 MPa. The columns contained no conventional steel reinforcement. For the concentrically loaded specimens, failure occurred at or close to the peak loading and the CFRP increased the strength by 19 percent compared with the unconfined specimen. The tests showed that the formulae developed to predict the peak strength of concentrically loaded FRP confined conventional strength concrete columns, in general, overestimate the load carrying capacity of FRP confined RPC specimens. The CFRP was shown to be effective in controlling the failure for the eccentrically loaded specimens. There was no evidence, however, that the use of CFRP in the hoop direction significantly increased the strength of the columns. Three dimensional nonlinear FE analyses of the test specimens were undertaken using the program DIANA. The FE analyses showed a reasonable comparison with the experimental results for the specimens tested under eccentric loading.