Double Bay Research Articles

Planning Queen Elizabeth II’s Visit to Bondi Beach in 1954

Planning Queen Elizabeth II’s Visit to Bondi Beach in 1954

Recent trends in intensive treatments of obesity: Is academic research matching public interest?

BackgroundThe demand and the utilization of intensive treatments of obesity have been increased tremendously. ObjectivesThis study aimed to investigate trends in interest related to the intensive treatments of obesity in both academic research and the public domain, and assess whether they match each other. SettingThe BMI Clinic, Double Bay, New South Wales, Australia. MethodsIntensive treatment of obesity is defined as meal replacement, pharmacologic treatments, and surgical or endoscopic bariatric procedures identified by the national guidelines. To identify the academic research interests, the number of academic research publications for each search topic was identified as converted into relative popularity. To identify the public's interests, Google Trends relative search volume and Twitter message relative intensity for each topic was mined to identify the most recent interests in intensive obesity treatment among the public. ResultsThere was an increase in academic publications in all treatment domains between 2007 and 2017, but that the research emphasis correlated poorly with public interest. Between 2007 and 2017, the most popular and increasing academic research interest in the intensive treatment of obesity was bariatric surgery, followed by weight loss medication. In 2007, the most popular public-interest treatment was weight loss medication followed by bariatric surgery. In contrast, in 2017, meal replacement and bariatric surgery were equally popular, while the interests in weight loss medication declined. Significant seasonal patterns were also recognized for the public's interests. ConclusionAcademic research and public interest are not currently sufficiently aligned in the area of obesity treatment.

Effect of post tensioning on strengthening different types of steel frames

The aim of this paper is to study the effect of post tensioned cables on strengthening steel frames and improving their load carrying capacity, giving more resistance against the external load (dead plus live or wind load). Different types of frames are analyzed: simple frame, double bay frame and double story frame. The analysis and the results are obtained using ANSYS finite element (FE) program. Different techniques were used to apply post tensioning to steel frame. Comparisons are made between these techniques to determine which technique is better in strengthening each type of frame. The results show that using post tensioned cables increases significantly the load capacity of the steel frame.

Realistic shear capacity assessment of infill frames: Comparison of two numerical procedures

Masonry infilled reinforced concrete frame structures (MIRCFS) feature in many seismically prone areas of the world regardless of socio-economic status. In several regions of the world rapid economic growth prompts increased flow of population to urban areas and concrete frame buildings represent a very short term cost effective means of providing large quantity of high density affordable housing with comparably modest land use. The seismic vulnerability of MIRCFS has been noted in numerous seismic events since the 1967 Adapazari earthquake. Prior to the implementation of the second generation of seismic codes of practice most MIRCFS were simply designed to resist only gravity loads. It is this considerably large proportion of building stock, together with a relatively large number of buildings with inadequate reinforcement detailing, which currently represent a high risk in regions of medium and severe seismic action. By using two different numerical modelling techniques, and comparing results with experimental evidence, this paper sets out to identify the range of the various parameters that influence masonry infill–concrete frame interaction. The aim is to provide a more realistic model for the lateral load redistribution between infill and frame in the post cracking regime, and to quantify relative values of stiffness, capacity and ductility which lead to brittle shear failure of the system. In the following sections, after a brief review of previous relevant work carried out in the two numerical environments chosen, the methodology used to model shear behaviour in both the commercial ALGOR v19.3 analysis package and the open source DRAIN3DX program is first set forth. Numerical analyses are then carried out and results shown and validated against experimental results for a single bay, double bay and double storey frame configurations. Where shear failure is determined, a strategy for shear force redistribution is proposed and implemented to show the ultimate behaviour of the MIRCF. Results are compared and discussed with experimental evidence. In terms of peak capacity results are within 7% of experimental values, and post peak behaviour is matched accordingly. Similar progressions of shear failure were demonstrated in both modelling approaches. Shear failure of the concrete members correspond well to experimental evidence both in terms of location and magnitude of applied load. Failures verify observations recounted in reconnaissance reports though the frame geometry has been confined to two dimensions. Three-dimensional modelling would have the advantage of incorporating omni-directional loading however this would increase the run time and make the models too heavy for commercial use. Two dimensions allows for quick identification of meaningful results whilst still retaining accuracy as can be seen from the correlation between physical and analytical modelling.

From: Jonathan Graham, Double Bay, New South Wales, Australia Sir

From: Jonathan Graham, Double Bay, New South Wales, Australia Sir

Buckling/Plastic Collapse Strength of Wide Rectangular Plate under Combined Pressure and Thrust

A series of elastic/elastoplastic large deflection analyses is performed to clarify buckling/plastic collapse behaviour of a wide rectangular plate as a part of ship bottom plating subjected to combined lateral pressure and transverse thrust. A continuous plating with and without stiffeners is analysed to examine the influences of plate continuity and stiffeners on its buckling/plastic collapse behaviour.Firstly, influence of loading sequence of pressure and thrust loads is examined. The difference between the results of analysis using double bay and triple bay models is also examined for the case of stiffened plate with angle-bar stiffeners.Then, based on the results of elastic large deflection analyses, a semi-empirical formula is derived to evaluate the elastic buckling strength of a wide rectangular plate subjected to combined lateral pressure and transverse thrust considering the influence of plate continuity and stiffeners.At the end, the influences of pattern and magnitude of initial deflection as well as stiffeners on the ultimate strength of a wide rectangular plate are discussed through elastoplastic large deflection analyses on continuous plating with and without stiffeners.

Optimum weight analysis of steel frames with semirigid connections

A fact that should be initially emphasized is that this research work does not mainly aim at development of optimization techniques which have already been well established for some time ago. Our aim here is only to make use of these techniques for another purpose namely; to obtain the optimum weight solution for steel frames using the semirigid connections concept. The purpose of this study was to determine the following: (1) The percent of rigidity of the semirigid connections that would give the optimum steel weight for the common types of steel frame structures. (2) The exact percent of steel saving when using the semirigid connections concept, compared to the classical approach. (3) Which is cheaper, the gable or the portal frame, considering the same condition of loading and geometrical configuration. Also the relative cheapness of the double bay or triple-bay multistory frames having the same number of storys and also same conditions of loading and height of columns and total span. (4) Whether the deflection is a governing parameter which might hinder the benefits of the use of semirigid connections. The problem here is to find the optimum weight of plane semirigid connected steel frames. The objective function is given by the weight of structure in terms of the geometrical properties of the elements and the density of steel. The design variables are the breadth of flange and the height of web for each element. For the portal, the gable, the triple bay three story, and the double bay three story frames the number of design variables are four, four, ten, and ten respectively. The design constraints represent strength and stiffness design code requirements. Side constraints are respected to assure nonviolating of the practical available dimensions. The model is solved using the nonlinear programming techniques. The unconstrained formulation using the interior penalty function technique is selected. Powell's algorithm is chosen for the generation of the search vector, and the quadratic interpolation technique is chosen for the determination of the step size. The conclusions are as follows: (1) The use of semirigid connections will provide a saving in weight equal to 28% in the portal frame for corresponding rigidity ratio (R.R.) of 0.9, and a saving of 19% in the gable frame for a corresponding R.R. of 0.733. (2) The use of semirigid connections will provide a saving in weight of 10.75% in the double bay three story frame for a corresponding R.R = 0.733, and 23% for the triple bay three story frame with a corresponding R.R = 0.75. (3) The variation in the percent of the rigidity of the column to girder connection will not cause a corresponding change in the amount of steel allocated to columns and girders. (4) The saving in weight will occur mainly due to girders rather than columns. (5) The vertical deflections were not regarded as a dominating factor as its value did not exceed the allowable limits.

Application of methods of feasible directions to structural optimization problems

A general approach to structural optimization which has received much attention in recent years is that of using mathematical programming (numerical search) techniques. These techniques may be separated into direct and indirect methods. Of the direct methods of attack on general nonlinear inequality constrained problems, the largest class is called methods of feasible directions. This paper presents the application fo Zoutendijk's method of feasible directions [5] to structural optimization problems. The algorithm requires the analytic gradient of the objective function and the constraint functions which are active at a given stage in the design process. A considerable improvement in convergence has been achieved by considering each pushoff factor as a linear function of the corresponding active constraint. A comparison of the half-step versus full-step search procedure is presented. An initial step length based on a present decrement of objective function is used. A discussion of the linear versus quadratic interpolations of a constraint function in search for a bound point is presented. The algorithm is demonstrated with elastic design of a 25-bar space tower, a 3-bay single storey and a double bay double storey rigid jointed plane frames. Data on the differences in the optimum designs obtained from different starting points is reported.

The Nave Vaults of Noyon Cathedral

THIS NOTE CONFIRMS a hypothesis on the Noyon nave vaults recently proposed by Marcel Deyres, and advances evidence for a revision of his suggested dating.1 In reconstructing the chronology of Noyon Cathedral (Fig. i), Charles Seymour2 offered that the nave was begun ca. 1170, during the third phase of construction (ca. 1170 to ca. 185).3 The first campaign opened with the choir and progressed to the peripheral wall and chapels between 1145/50 and 1155/6o. The second phase saw the completion of the ambulatory, construction of the choir tower bays and the exterior wall of the gallery, as well as the layout and elevation of the transept arms between iI15/6o and ca. 1170. The third campaign completed the upper parts of both choir and transept, and concluded with the easternmost or last double bay of the nave. The design of this four-story structure with vaulted aisles and galleries, triforium wall-passage, and double lancet clerestory windows under sexpartite main vaults was established ca. 1170 and used without major changes through the next two campaigns of construction until the nave was finally completed ca. IzoS.4 According to Seymour, the sexpartite main vaults survived in the nave until the fire of 2z93, after which they were rebuilt on a rectangular, quadripartite plan with rib profiles closely resembling the twelfth-century examples they replaced.5 In his new study of the nave vaults, Deyres follows Seymour's chronology for the building sequence, but argues p rsuasively for an important change in the parti. Admitting the likelihood of the inclusion of sexpartite vaults in the first

A.C.T. HEALTH CENTRES

Medical Journal of AustraliaVolume 2, Issue 3 p. 144-144 Correspondence A.C.T. HEALTH CENTRES H. M. SAXBY, H. M. SAXBY 27 Suttie Road, Double Bay, N.S.W., 2028Search for more papers by this author H. M. SAXBY, H. M. SAXBY 27 Suttie Road, Double Bay, N.S.W., 2028Search for more papers by this author First published: 01 July 1973 https://doi.org/10.5694/j.1326-5377.1973.tb128728.xAboutPDF ToolsRequest permissionExport citationAdd to favoritesTrack citation ShareShare Give accessShare full text accessShare full-text accessPlease review our Terms and Conditions of Use and check box below to share full-text version of article.I have read and accept the Wiley Online Library Terms and Conditions of UseShareable LinkUse the link below to share a full-text version of this article with your friends and colleagues. Learn more.Copy URL Share a linkShare onFacebookTwitterLinkedInRedditWechat No abstract is available for this article. Volume2, Issue3July 1973Pages 144-144 RelatedInformation

The Early Campaign at Sens, 1140-1145

THE cathedral at Sens has long been considered the first in date among the Gothic cathedrals. Begun before Archbishop Henri le Sanglier's death in 1142, the construction was at least contemporary to Abbot Suger's chevet (I 40-I I44) at St. Denis, and several of the interpretations have even pushed back the date of inception to the year II 30. If such were the case, the rib vaulted double bays of the choir which generate a spatial amplitude of wide expansive volumes would have been without precedent in the Ile-deFrance. Furthermore, the emergence of Gothic forms at Sens in the I I30s would have marked a spectacular advance over the most plausible sources in England and Normandy, the cathedral at Durham and St. Etienne of Caen, which were still thoroughly Romanesque despite their rib vaults. The cathedral at Sens does not yield a conclusion that extreme. Although construction did begin at the east, the choir was not the first area erected. Instead, the work began with the peripheral wall of the chevet, and it is with that campaign that the architectural analysis must start. Only then can the priority of Sens in the genesis of the Gothic be fully explained. The contrast between the north chapel and the choir of the cathedral at Sens vividly poses the question of two distinct campaigns in the early years of construction. The north chapel, dedicated to St. John the Baptist, flanks the choir collateral of the second double bay west of the hemicycle and consists of a semicircular apse preceded by a straight bay nearly square in plan. The half domed apse, the thick wall pierced by windows without articulated moldings, and the roundheaded arches of the dado arcade are thoroughly Romanesque (Fig. I). The chapel does not anticipate the Gothic choir with its pointed arches, its developed moldings, and its ogival vaults (Fig. 2). More importantly, the chapel is austere on its surfaces and restrained in its volume, while the choir expresses the spatial amplitude and fusion of the Gothic. So great is the contrast that the Gothic cathedral that was constructed must represent a significant redirection soon after the work began. The separate campaigns which emerge bridge the Romanesque and the Gothic within the context of one monument.

Intermittent methohexitone sedation.

Australian Dental JournalVolume 13, Issue 5 p. 389-389 INTERMITTENT METHOHEXITONE SEDATION Noel Hodge, Corresponding Author Noel Hodge401 New South Head Road, Double Bay, N.S.W. 2028.Search for more papers by this author Noel Hodge, Corresponding Author Noel Hodge401 New South Head Road, Double Bay, N.S.W. 2028.Search for more papers by this author First published: October 1968 https://doi.org/10.1111/j.1834-7819.1968.tb03849.xAboutPDF ToolsRequest permissionExport citationAdd to favoritesTrack citation ShareShare Give accessShare full text accessShare full-text accessPlease review our Terms and Conditions of Use and check box below to share full-text version of article.I have read and accept the Wiley Online Library Terms and Conditions of UseShareable LinkUse the link below to share a full-text version of this article with your friends and colleagues. Learn more.Copy URL Share a linkShare onFacebookTwitterLinked InRedditWechat No abstract is available for this article. Volume13, Issue5October 1968Pages 389-389 RelatedInformation

Watheroo Magnetic Observatory, October to November, 1941

(Latitude 30° 19′.1 S., longitude 115° 52′.6 or 7h 43m.5 E. of Gr.)October 31–November 1—This moderate disturbance began with a small sudden commencement at 03h 40m GMT, October 31. The movements thereafter were of no great amplitude until 17h when they gradually became more pronounced. The value of horizontal intensity decreased markedly after 22h. The fluctuations remained moderately active but nothing of importance was recorded until 10h, November 1, when a double bay of about one hour's duration occurred in all three elements. The double bay was repeated on a smaller scale between 13h 40m and 14h 50m on the same day. The traces rapidly became normal after 16h, November 1. Ranges: D, 19′.0; H, 173 gammas; Z, 149 gammas.

The sewerage systems of North Sydney and Double Bay.

The sewerage systems of North Sydney and Double Bay.