This thesis investigates full-scale pipe stem reinforced cob walls under in-plane cyclic shear loads. Cob is the combination of clay subsoils, sand, straw and water that is built in lifts to produce monolithic walls. There is insufficient amount of information on cob as a building material in today’s age. The prior research that exists has examined varying straw content and type, water content, and mixture ratios to determine their effect on strength. There is currently one report that analyzes full-scale cob walls under in-plane loading. This thesis looks to iterate the full-scale tests and specifically studies the effect of reinforcement on cob walls. Concurrent to this research, another thesis was written that investigates a full-scale wire mesh reinforced cob wall under in-plane cyclic shear loads. From the data collected, a shear failure was suggested for the stem pipe wall. There appeared to be a large amount of ductility from the data and the cracks formed. Ductility, a seismic response modification factor (R-Factor) and stiffness were calculated using the yield point and ultimate loads.Iterations of this research and those performed in the past can be helpful in integrating cob in to the California Building Code.

Nickel based superalloys were developed to withstand the severe thermal and mechanical environment associated with rocket propulsion systems and jet engines. In many alloy systems the strength of a component rapidly deteriorates as the operating temperature increases. Nickel based superalloys, however, retain strength over a range of temperatures which includes the operating range for many propulsion systems. This improved performance is accomplished by a combination of solid-solution strengthening, precipitation strengthening and grain-boundary strengthening. Furthermore, super-alloy systems are designed for ease of fabrication, to include machining, welding and heat treating. Inconel 718 was developed to overcome problems with post-weld cracking that were common in precipitation hardened nickel based superalloys strengthened by γ’. Inconel 718 is strengthened by γ’’ and is less sensitive to cracking during post-weld thermal treatment. However, in some cases, compositional changes which improved the behavior of these alloys during stress relief actually led to greater difficulty during the joining process. Many approaches have been used to determine the hot-cracking sensitivity of Inconel 718. Historically, two approaches have been particularly valuable because of their repeatability, their ability to compare different alloy systems and their verisimilitude to actual fabrication. These are the Gleeble hot-ductility test and the Variable-Restraint (Varestraint) weld test. Varestraint samples were prepared as per standard preparation techniques and tested longitudinally with a GTAW. At a predetermined location a strain was applied perpendicular to weld direction. The applied strain varied from 0.25%, 0.5%, 1.0%, 2.0%, and 4.0%. The Inconel 718 yielded a maximum crack length of 0.6 mm with a saturation strain of 2.0%. Both the total crack length and the number of cracks did not have a saturation strain. Gleeble samples were prepared from rod stock and tested with standard methodology to determine the characteristic temperatures: nil ductility, nil strength, and ductility recovery temperature of Inconel 718. The samples were tested at various pull temperatures on-heating until the nil strength temperature then tested on-cooling with the nil strength temperature acting as the peak temperature. The nil strength temperature was 2273°F, nil ductility temperature was 2182°F, and the ductility recovery temperature was 1925°F. Both the Varestraint and Gleeble results were compared with relevant literature to determine the weldability of the Inconel 718. Four criteria were used to determine the weldability of Inconel 718 and in three of the four tests; the Inconel 718 had equal to or greater weldability than the compared materials. In the fourth test, the Inconel 718 demonstrated lower weldability than the compared alloy systems, however, Inconel 718 operates in different conditions specifically, the high temperature and pressure conditions mentioned above.

An investigation on the application of hybrid glass fibre reinforced polymer (GFRP) and steel bars bars as longitudinal reinforcement for simple and continuous concrete beams is presented. Three simply and eleven multi-spans continuous reinforced concrete beams were constructed and tested to failure. Nine continuous and two simply supported beams were reinforced with a hybrid combination of both GFRP and steel re-bars at mid spans and internal support regions. In addition, two continuous concrete beams reinforced with either GFRP or steel bars and one simply supported beam reinforced with GFRP bars were tested as control beams. The beams were classified into two groups according to the reinforcement configurations. All specimens tested were 200 mm in width and 300 mm in depth. The continuous beams comprised of two equal spans, each of 2600 mm, while the simply supported beams had a span of 2600 mm. Unlike GFRP reinforced concrete beams, the hybrid and steel reinforced concrete beams failed in a favourable ductile manner and demonstrated narrow cracks and smaller deflections compared to the GFRP-reinforced control beam. The lower stiffness and higher deflection of GFRP reinforced concrete beams can be controlled and improved by the use of steel reinforcement in combination with GFRP re-bars. However, the ratio of GFRP to steel reinforcement is a key factor to ensure sufficient ductility and stiffness beyond the first cracking stage. The experimental results showed that the extent of moment redistribution in hybrid reinforced continuous beams depends mainly on the amount of hybrid reinforcement ratio in critical sections. Similar area of steel and GFRP bars in critical sections leads to limited moment redistribution whereas different amount of steel and FRP bars in critical sections leads to a remarkable moment redistribution. Design guidelines and formulas have been validated against experimental results of hybrid GFRP/steel reinforced concrete beams tested. The Yoon’s equation reasonably predicted the deflections of the hybrid beams tested whereas Qu’s model which is based on ACI 440.1R-15 underestimated the deflections of hybrid beams tested at all stage of loading after cracking. The ACI 440.2R-08 and Pang et al., (2015) equations reasonably predicted the sagging failure moment in most continuous hybrid reinforced concrete beams, whereas they underestimated the hogging flexural strength at failure of most hybrid continuous beams. On the other hand, the formulas proposed by Yinghao et al., (2013) was very conservative in predicting the failure moment at the critical sagging and hogging sections. On the analytical side, a numerical technique consisting of sectional analyses has been developed to predict the moment–curvature relationship and moment capacity of hybrid FRP/ steel reinforced concrete members. The numerical technique has been validated against the experimental test results obtained from the current research and those reported in the literature. In addition, a two-dimensional nonlinear finite element model was proposed using ABAQUS package. The proposed model was validated against the experimental results of the beams tested in the present research. / Higher Education Institute in the Libyan Government

yes / This paper presents an experimental study on shear strength, stiffness and ductility of demountable shear connectors in metal decking composite slabs through push-off tests. Twelve full-scale push-off tests were carried out using different concrete strength, number of connectors and different connector diameter. The experimental results showed that the demountable shear connectors in metal decking composite slabs have similar shear capacity and behaviour as welded shear studs and fulfilled the minimum ductility requirement of 6mm required by Eurocode 4. The shear capacity was compared against the prediction methods used for the welded shear connections given in Eurocode 4, AISC 360-10, ACI 318-08 and method used for bolted connection in Eurocode 3. It was found that the AISC 360-10 method overestimated the shear capacity while the ACI 318-08 method underestimated the shear capacity of specimens with single shear connector per trough. The Eurocodes method was found to provide a safe prediction for specimens with single and pair demountable connectors per trough. In addition, prediction methods given in both AISC 360-10 and ACI 318-08 for welded shear studs overestimated the shear capacity of specimens with 22 mm diameter demountable connectors that failed in concrete crushing. / PhD work from EPSRC studentship

Yes / Extensive experimental and theoretical studies have been conducted on the compressive strength of concrete-filled steel tubular (CFST) columns, but little attention has been paid to their compressive stiffness and deformation capacity. Despite this, strength prediction approaches in existing design codes still have various limitations. A finite element model, which was previously proposed by the authors and verified using a large amount of experimental data, is used in this paper to generate simulation data covering a wide range of parameters for circular and rectangular CFST stub columns under axial compression. Regression analysis is conducted to propose simplified models to predict the compressive strength, the compressive stiffness, and the compressive strain corresponding to the compressive strength (ductility) for the composite columns. Based on the new strength prediction model, the capacity reduction factors for the steel and concrete materials are recalibrated to achieve a target reliability index of 3.04 when considering resistance effect only.

Yes / In order to improve the efficiency of the structural lateral resistance system, a new type of Grid tubular-Double Steel Plate (GDSP) concrete composite shear walls is proposed and investigated in this paper. Six test specimens, namely one reinforced concrete (RC) shear wall, three GDSP concrete composite shear walls, one concrete-filled steel tube (CFST) frame, one CFST frame and GDSP concrete composite shear wall combined system were physically tested to failure. The seismic performance of the six test specimens, including hysteresis behavior, ductility, energy dissipation, degradation of stiffness and strength, are recorded and compared. The results show that the GDSP concrete composite shear walls exhibited typical bending failure under low reversed cycle loading, achieving good seismic performance with full hysteresis curve, high bearing capacity, excellent ductility, slow degradation of stiffness and bearing capacity. Under the same axial compression ratio, the yield load of GDSP concrete composite shear wall was about 2.73 times, whilst the peak load was 3.23 times, respectively, of those of RC shear wall. On the other hand, the peak displacement of GDSP concrete composite shear wall was 5 times while ultimate displacement was 3.86 times, respectively, of those of RC shear wall. For GDSP concrete composite shear walls, with the increase of axial compression ratio, the peak load of the new types of concrete composite shear wall increases, but the ductility decreases, gradually. The CFST frame and GDSP concrete composite shear wall can work together co-ordinately. The hysteretic curve of the combined system is fuller, the ductility is improved, the degradation of stiffness and strength are slow when compared with GDSP concrete composite shear wall. Under reversed cyclic loading, the GDSP concrete composite shear wall exhibits low stiffness degradation characteristics and excellent fatigue resistance. / The authors would like to acknowledge the financial support to the work by the Natural Science Foundation of Jiangsu Province, China (BK20201436), the Open Foundation of Jiangsu Province Engineering Research Center of Prefabricated Building and Intelligent Construction (2021), the Science and Technology Project of Jiangsu Construction System (2018ZD047, 2021ZD06), the Science and Technology Project of Gansu Construction System (JK2021-19), the Science and Technology Cooperation Fund Project of Yangzhou City and Yangzhou University (YZU212105), the Science and Technology Innovation Fund of Yangzhou University (2020-65) and the Blue Project Youth Academic Leader of Colleges and Universities in Jiangsu Province (2020).

Yes / The current paper aimed at investigating the flexural performance of five large-scale continuous concrete beams reinforced by both steel bars and glass fibre reinforced polymer (GFRP). All the studied specimens had the same geometrical dimensions, with 200mm width, 300mm depth, and two identical spans of 2600mm. The quantity of longitudinal steel reinforcement, GFRP reinforcement, and hybrid reinforcement ratio at the top and bottom layers of beams were the key parameters explored in this study. The experimental findings indicated that using the hybrid reinforcement of steel and GFRP in multi-span continuous concrete beams exhibited a ductile behaviour. However, the hybrid ratio of steel bars/GFRP is critical for restricting the extent of moment redistribution ratios. Moreover, using the same hybrid reinforcement ratios at sagging and hogging regions led to a limited moment redistribution. On the other hand, the hybrid beams strengthened by various hybrid ratios in the critical sections of the tested beams demonstrated a remarkable moment redistribution up to 43%. The test results were compared with the available theoretical model and equations for predicting the beams’ moment capacity. It was found that the ACI.440.2R-08 reasonably predicted the flexural capacity of tested beams whereas the Yinghao and Yong equation underestimated the flexural capacity in the hogging sections. It was also shown that using the collapse mechanism with plastic hinges at sagging and hogging sections yielded good predictions for the loading capacity of hybrid reinforced concrete continuous beams.

Well-detailed reinforced concrete (RC) shear walls did not achieve the expected seismic performance in the 2011 Christchurch earthquake as per the Canterbury earthquake royal commission report. Similarly, RC shear walls showed low seismic performance in the 2010 Maule earthquake. The two major seismic events intrigued this research dissertation, where six half-scaled RC shear walls were constructed and tested. The six walls were split into two phases, each phase had different end configurations (i.e., rectangular, flanged, and boundary elements). Phase II RC walls had 2.4 times the vertical reinforcement ratio of Phase I walls. The walls were detailed as per CSA A23.3-19, and they were tested laterally under a quasi-static cyclic fully-reversed loading while maintaining a constant axial load through the full test of the walls. The overall seismic performance of the six walls is evaluated in Chapters 2 and 3 in terms of their load-displacement relationships, crack patterns, displacement ductility capacities, stiffness degradation trends, curvature profiles, end strains, energy dissipation capabilities, and equivalent viscous damping ratios. In addition, damage states are specified according to the Federal Emergency Management Assessment (FEMA P58) guidelines. The results came in agreement with the Canterbury earthquake royal commission report, where the test walls with low vertical reinforcement ratios showed lower-than-expected seismic performance due to the concentration of their plastic hinges at the primary crack locations. Moreover, the results validated the Christchurch (2011) and Maule (2010) earthquake findings as concentrating the rebars at the end zones and providing adequate confinement enhanced the seismic performance of the test walls, which was the case for Phase II flanged and boundary element walls. The displacement ductility variations of the test walls inspired the work of Chapter 4, where the objective is to develop a data-driven expression for RC shear walls to better quantify their displacement ductility capacities. In this respect, an analytical model is developed and experimentally validated using several RC walls. The analytical model is then used to generate a dataset of RC walls with a wide range of geometrical configurations and design parameters, including cross-sectional properties, aspect ratios, axial loads, vertical reinforcement ratio, and concrete compressive strengths. This dataset is utilized to develop two data-driven prediction expressions for the displacement ductility of RC walls with rectangular and flanged/boundary element end configurations. The developed data-driven expressions accurately predicted the displacement ductility of such walls and they should be adopted by relevant building codes and design standards, instead of assigning a single ductility-related modification factor for all ductile RC shear walls, as per the 2020 National Building Code of Canada. Several researchers tested well-detailed Reinforced Masonry (RM) shear walls and the results concluded that RM shear walls showed high seismic performance similar to that of RC shear walls. This intrigued the research efforts presented in Chapter 5, where a comparative analysis is performed between the six RC walls tested in this dissertation and three RM walls tested in a previous experimental program. The analysis focuses on comparing the seismic performance of both wall systems in terms of their crack patterns, load-displacement envelopes, curvature profiles, displacement ductility, normalized periods, and equivalent viscous damping ratios. In addition, an economic assessment is performed to compare such RC and RM shear walls using their total rebar weights and the total construction costs. Overall, RM shear walls achieved an acceptable seismic performance coupled with low rebar weights and low construction costs when compared to their RC counterparts. / Thesis / Doctor of Philosophy (PhD)

Pages vi, 34, 68, 158, 208 and 226 are blank and therefore omitted. / <p> To assess the ductility of shear walls under earthquake loading, more experimental evidence is strongly needed. Ductile response can be achieved through the development of a flexural plastic hinge at the base characterized by yielding of the vertical reinforcement. The length of the plastic hinge and the ultimate curvatures within this region are the essential parameters affecting the ductility and ultimate displacements of reinforced masonry shear walls. The discrepancies in existing information regarding the length of plastic hinges and ultimate curvature may be attributed to the effects of many shear wall parameters such as distribution and amount of vertical and horizontal steel, level of axial load, and wall aspect ratio. </p> <p> The focus of this study was to evaluate the effect of different parameters on plastic hinge length, energy dissipation, and on general ductility of masonry shear walls. To address the aforementioned goal, six fully grouted reinforced masonry walls were tested under fully reversed cyclic lateral loading. All walls were designed to experience ductile flexural failure. The test matrix was chosen to investigate the effects of the amount and distribution of vertical reinforcement and the level of applied axial load on the lateral loading response and ductility of reinforced masonry shear walls. To examine the effects of these parameters, measurements of the applied loads, vertical and horizontal displacements as well as strains in the reinforcing bars were used to analyze the behaviour of the walls. Also, from these measurements, other quantities used in analysis were determined, including displacement ductilities, curvature profiles, energy dissipation and equivalent plastic hinge length. </p> <p> The results show high ductile capability in the plastic hinge region and very little degradation of strength for cyclic loading. High levels of energy dissipation in the reinforced concrete masonry shear walls were achieved by flexural yielding of the vertical reinforcement. All walls showed increasing hysteretic damping ratios with increase in displacement. Results showed that displacement ductility and energy dissipation were highly sensitive to increases in amount of vertical reinforcement but were less dependent on the level of applied axial stress. The results of this study also showed that the measured plastic zone length decreases with increase of the amount of reinforcement while it is almost the same for the different levels of axial stress. Based on the test results, it was shown that reinforced concrete masonry shear walls may be utilized in high intensity seismic areas with performance meeting or exceeding current expectations. </p> / Thesis / Master of Applied Science (MASc)

Semi-solid metal (SSM) casting has been widely used in automotive industries to reduce the weight. In RheoMetalTM process which is one of the variations of SSM, the slurry fabrication can be finished within 30 second and can the slurry making process can be integrated into a high pressure die casting (HPDC) route without significant adjustments, making the process a promising alternative for industrial application. However, the application of SSM is still limited due to the semi-solid deformation-induced casting defects, such as macrosegregation and large pores. Due to the short stirring duration, the inefficient stirring is the leading cause of defects formation. Another critical issue in the RheoMetalTM process is the oxidation during the stirring process, which results in the increase of oxides in the castings, reducing the mechanical properties. This study aims to investigate the ductility and the fatigue performance of SSM castings. The main focuses were on the role of the stirring and oxides. The quenched slurry was analyzed to evaluate the effect of the stirring on the particle distribution in the slurry, and its effect on the formation of pores and segregation was discussed. To investigate the oxidation during the slurry making process, two alloys with different Mg content were cast. Scanning electron microscopy (JEOL JSM-7001F SEM) equipped with Energy-dispersive X-ray spectroscopy (EDS) was used to identify the oxides on the fracture surface. Tensile test and fatigue test accompanied with direct current potential drop (DCPD) were performed to investigate the ductility and fatigue performance, respectively. The results suggest that the intensive stirring can avoid the formation of the large clusters, making the particle distribution homogeneous in the slurry. The Mg contents determined the types of the oxides formed in the slurry making process. For alloys with sufficient Mg, the oxides would be MgAl2O4, which exist as small films with numerous cracks, while a large oxides film will be formed in the case of low Mg content. The combined influence of porosity and oxides was concluded. In the 42000 alloy, because of the low Mg content, the ductility was dominated by the large oxide films. In contrast, in the Magsimal 59 alloy, the presence of small oxides (less than 0.2 mm in majority) leads to the influence of oxides on the elongation negligible. However, a good correlation was obtained between the largest pores and ductility. The fatigue test shows that the surface liquid segregation (SLS) determined the fatigue strength under cyclic bend loading, due to its higher hardness. The effect of the inner pores on the fatigue performance was negligible, as the maximum stress was applied on the surface. / Halvsolid metall (SSM) gjutning har använts i stor utsträckning inom bilindustrin för att minska vikten. I RheoMetalTM-processen, som är en av varianterna av SSM, kan slurrytillverkningen avslutas inom 30 sekunder och kan slurryframställningsprocessen integreras i en högtrycksgjutningsrutt (HPDC) utan betydande justeringar, vilket gör processen till ett lovande alternativ för industriell tillämpning. Tillämpningen av SSM är dock fortfarande begränsad på grund av de halvfasta deformationsinducerade gjutdefekterna, såsom makrosegregering och stora porer. På grund av den korta omrörningstiden är den ineffektiva omrörningen den främsta orsaken till att defekter bildas. En annan kritisk fråga i RheoMetalTM-processen är oxidationen under omrörningsprocessen, vilket resulterar i ökningen av oxider i gjutgodset, vilket minskar de mekaniska egenskaperna. Denna studie syftar till att undersöka duktiliteten och utmattningsprestandan hos SSM-gjutgods. Huvudfokus var på omrörningens och oxidernas roll. Den kylda uppslamningen analyserades för att utvärdera effekten av omrörningen på partikelfördelningen i uppslamningen, och dess effekt på bildandet av porer och segregation diskuterades. För att undersöka oxidationen under slurrytillverkningsprocessen göts två legeringar med olika Mg-halt. Svepelektronmikroskopi (JEOL JSM-7001F SEM) utrustad med energidispersiv röntgenspektroskopi (EDS) användes för att identifiera oxiderna på brottytan. Dragtest och utmattningstest tillsammans med likströmspotentialfall (DCPD) utfördes för att undersöka duktiliteten respektive utmattningsprestandan. Resultaten tyder på att den intensiva omrörningen kan undvika bildningen av de stora klustren, vilket gör partikelfördelningen homogen i slammet. Mg-innehållet bestämde vilka typer av oxider som bildades i slurrytillverkningsprocessen. För legeringar med tillräckligt med Mg skulle oxiderna vara MgAl2O4, som finns som små filmer med många sprickor, medan en stor oxidfilm kommer att bildas vid låg Mg-halt. Den kombinerade inverkan av porositet och oxider konstaterades. I 42000-legeringen, på grund av det låga Mg-innehållet, dominerades duktiliteten av de stora oxidfilmerna. Däremot, i Magsimal 59-legeringen, leder närvaron av små oxider (mindre än 0,2 mm i majoritet) till att oxidernas inverkan på förlängningen är försumbar. En god korrelation erhölls dock mellan de största porerna och duktiliteten. Utmattningstestet visar att ytvätskesegregeringen (SLS) bestämde utmattningshållfastheten under cyklisk böjbelastning, på grund av dess högre hårdhet. Effekten av de inre porerna på utmattningsprestandan var försumbar, eftersom den maximala belastningen applicerades på ytan.