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ECRA CCS Project - Report about Phase II
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Item Code: SN3022a
Date of Publication: 2009
Price: $0.00
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Climate protection seems to be one of the most important items on the worldwide agenda. All states are challenged to reduce their CO2 emissions dramatically, focussing on the major CO2 sources in their countries to contribute to ambitious reduction targets being worked out on a global level. It is unclear today, how these targets can be reached. In the long run, energy efficiency and the utilization of renewables seem to be the most sustainable way to tackle the global greenhouse gas emissions.
The European Community's objective is to limit the atmospheric temperature increase caused by climate change to 2 degrees C. This can only be achieved, when the global CO2 emissions could be reduced by 50% until 2050. However, it is obviously not possible to reduce the EU or world CO2 emissions by 50% in 2050 with energy efficiency and renewables alone. Therefore also carbon capture and storage of CO2 (CCS) is looked at as an option to contribute to the portfolio of reduction measures. CCS could provide 19% of the needed reduction in 2050. The European policy goal is to make CCS applicable by 2020. However, it is unclear if CCS implementation will be technically feasible and economically viable at that time.
Phase II of the CCS research project was started at the end of 2007 and was completed in summer 2009. The main objective in this phase was to perform a feasibility study of CO2 capture for the clinker burning process which focuses on oxyfuel and post-combustion measures. Apart from technical investigations and assessments, an economic analysis will also be included in the report.
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Summary of the Research on Behavior of Fully Grouted Reinforced Concrete and Clay Masonry Shear Walls
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Item Code: SN2902b
Date of Publication: 2009
Price: $0.00
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Research to establish the influence of mortar formulation on the behavior of fully grouted reinforced masonry shear walls is reported. Four full-scale masonry shear walls were tested with two types of units (clay and concrete) and two types of mortars (portland-cement-lime and masonry cement). Based on the experimental results the influence of mortar type on the seismic response of fully grouted, special reinforced masonry shear walls is negligible.
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An Investigation of the Design and Repair of Low-Rise Shear Walls
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Item Code: RD035
Date of Publication: 1973
Price: $0.00
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Reports initial results of a laboratory investigation to determine time-dependent properties of reinforced concrete slabs made with shrinkage-compensating concretes. Discusses effects of type of cement, type of external restraint, percentage and position of reinforcement, and type of concrete aggregates. Structural design criteria for shrinkage compensation are presented. This report is also found on DVD021.
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Assessment of Confinement Models for Reinforced Concrete Columns Subjected to Seismic Loading
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Item Code: SN3085
Date of Publication: 2006
Price: $0.00
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This thesis was developed as part of the educational requirements the University of British Columbia under a fellowship grant from the PCA Education Foundation.
The aim of this research project was to investigate the performance of the current ACI 318 confining steel requirements and compare them to other codes and proposed models to determine their suitability for a performance based design equation for implementation in Chapter 21 of ACI 318.
For both the rectangular and circular column evaluations, the ACI model was determined to be the least desirable of all models investigated. Based on the evaluation techniques developed, specific models were selected as recommended alternatives to the current ACI requirements. The recommended models minimize the potential of a column experiencing lateral strength degradation before reaching the prescribed lateral drift limit.
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Behavior of Coupling Beams Under Load Reversals
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Item Code: RD068
Date of Publication: 1980
Price: $0.00
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Describes tests of eight model reinforced concrete coupling beam specimens subjected to reversing loads to determine load versus deflection; strength; energy dissipation; and ductility. The effects of shear span-to-effective-depth ratio, reinforcement details, and size of confined concrete core on hysteretic response were determined. Full-length diagonal reinforcement improved performance of short beams. Larger concrete core increased load-retention capacity. This report is also found on DVD021.
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Behavior of Inorganic Materials in Fire
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Item Code: RD067
Date of Publication: 1979
Price: $0.00
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Provides information on changes in strength, elastic, and thermal properties due to increasing temperatures for various concretes, steels, and concrete masonry. Also gives some thermal-property information for common brick, gypsum, ceiling tile, plasterboard, and asbestos board. This report is also found on DVD021.
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Clinker Microstructure and Grindability: Updated Literature Review
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Item Code: SN2967
Date of Publication: 2007
Price: $0.00
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Much of the available literature on the relationship between clinker microstructure and grindability agree that the primary influential factors are alite and belite crystal size and content. Specifically, smaller crystals and more alite (less belite) result in easier to grind clinker. Numerous equations are found in literature to predict clinker grindability based on its microstructure, and although the equations vary somewhat, the relationship to alite and belite content and size previously described are consistent.
On a related topic, some literature was found on clinker microstructure and grindability with the focus on the influence of trace elements, this topic arising likely due to the increased use of alternate raw materials and fuels.
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Design Provisions for Shearwalls
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Item Code: RD028
Date of Publication: 1973
Price: $0.00
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Background and development of Section 11.16, Special Provisions for Walls, of the ACI Building Code (ACI 318-71) are discussed. These provisions were found to predict satisfactorily the strength of six high-rise and seven low-rise shear walls tested at the laboratories of Portland Cement Association, as well as the strength of wall specimens tested by other investigators. The results of the PCA experimental investigations are summarized in an appendix. Thirteen rectangular shear walls were tested under combinations of lateral and axial loads. One of the specimens was subjected to ten cycles of load reversals. This report is also found on DVD021.
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Effect of Depth on the Shear Strength of Concrete Beams without Shear Reinforcement -- Experimental Study
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Item Code: SN2921
Date of Publication: 2008
Price: $0.00
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The beams in this test program had no shear reinforcement and were designed such that the effective depth was varied while values for other traditionally-considered parameters shown to influence the shear strength (such as the compressive strength of concrete, longitudinal reinforcement ratio, shear span-to-depth ratio, and maximum aggregate size) were held constant. The values selected for the parameters held constant were chosen in an attempt to minimize the concrete shear strength.
The shear strength was found to be influenced significantly by flexural and flexure-shear cracks interfering with the contribution to the shear strength from the arch mechanism of shear transfer. Based on the results of the tests conducted in this study, it is postulated that in the shallower 12 in. specimens the arch mechanism, consisting of an initial compression field fanning from the point load towards the support, formed without the interference of flexural and flexure-shear cracks. Further, the calculated relative higher dowel shear strengths of the shallower specimens contributed to the support of the series of compression struts which fanned their way toward the supports, undisturbed by existing flexural or flexure-shear cracks.
The specimens in this test program failed in shear with shear strength levels below the values of Vc calculated by ACI 318 (2005) Equation (11-3). In fact, Vc calculated by ACI 318 Equation (11-3) is nearly twice the measured shear strength for the specimens with heights ranging from 24 to 36 in. (610 to 915 mm). Specimen 1-1, with a height of 12 in. (305 mm), was the only specimen with shear strength exceeding the value given by ACI 318 Equation (11-3).
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Effects of High Performance Concrete on Corrosion of Reinforcement
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Item Code: SN2676
Date of Publication: 2005
Price: $0.00
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This project demonstrated that high performance concrete provides superior protection to steel in sound (uncracked) concrete than does ordinary portland cement concrete (OPCC). Even when subject to structural cracks in the range of 0.1 to 0.5 mm, the HPC provides additional protection to the steel, by limiting the area of steel participating in the corrosion process, for both the anodic and cathodic half cell components of the process. Furthermore, there appeared to be little difference in the behavior of the steel exposed to 0.1 mm and 0.3 mm wide cracks whereas a higher level of corrosion was observed in the specimens with 0.5 mm crack widths. This report is also found on DVD021.
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