(a) There is hereby established the Early Diagnosis and Preventive Treatment (EDAPT) Program Fund within the State Treasury. Moneys from private or other sources may be deposited into the fund and used for purposes of this part. General Fund moneys shall not be deposited into the fund.
(b) When the Department of Finance has determined that the total amount of the moneys in the fund established pursuant to subdivision (a) has reached or exceeded one million two hundred thousand dollars ($1,200,000), the Controller shall distribute all of the moneys in the fund to the Regents of the University of California for the purpose of providing reimbursement to an EDAPT program for services provided to persons who are referred to that program, but whose private health benefit plan does not cover the full range of required services.
Bs 5950 Part 8 Pdf Download
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5950-01-020-9695 A transformer consisting of one or more primary winding(s) and one or more secondary winding(s). It may be designed for direct connection to an alternating current source for purposes of changing the secondary volts and amperes or designed to eliminate metallic interconnection between circuits in an overall one to one voltage ratio, with or without additional output windings, or items designed to automatically maintain a constant output voltage within specified limits under varying input or load conditions. Also includes items having a provision for mechanically changing the turns ratio or inductive coupling in progressive increments by means of voltage taps, ratio adjuster, or devices oe similar design. For transformers having winding(s) common to both input and output circuits, see TRANSFORMER (1), POWER, AUTOTRANSFORMER. Excludes TRANSFORMER (1), PULSE.20259500022Coils and Transformers61200044Transformers: Distribution and Power Station
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In this paper, tests on flexural buckling (Lateral-Torsional) of Cold-Formed Steel (CFS) lipped Channel beams under restrained boundary conditions are described Two point loading for flexural tests have been established for 3.0 m span to obtain uniform bending moment. The section sizes selected for testing are 100 50 10 mm, 100 50 15 mm and 100 50 20 mm with 1.6 mm and 2.0 mm thickness for the investigation. Carefully designed loading and support systems were used in the tests to apply gravity load through the web of the section and to ensure that simply supported ends were established. The test results are compared in the BS5950: Part 5 and IS code 801-1975. The influence of warping and torsional restraints on flexural capacity is presented. The influence of buckling length for different boundary conditions proposed by Rhodes was considered to calculate critical flexuraltorsional buckling moment.
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The paper presents an investigation on the structural performance of shear resisting connections between cold-formed steel sections where web cleats of cold-formed steel strips are used to attach beams to supporting beams and columns. A total of 24 connection tests with four different connection configurations were carried out; three modes of failure were identified: failure of fasteners shear buckling of cold-formed steel web cleats or webs of supported beams, and lateral torsional buckling of cold-formed steel web cleats The structural performance of the cold-formed steel web cleats in four different connection configurations is presented in detail. It is demonstrated that cold-formed steel web cleats may be used with bolts or self-drilling self-tapping screws as practical shear resisting connections in building construction. A set of design rules is formulated in accordance with both BS5950: Part 5 and Eurocode 3: Part 1.3 after calibration against test data. The rationalized usage of cold-formed steel web cleats allows simple and effective connections to be formed between cold-formed steel sections leading to improved buildability.
Some concern has been expressed that the load capacity of corner columns might be reduced in fire due to the expansion of unprotected fire-exposed connected beams, even through the columns themselves are protected from fire. A structural analysis program VULCAN has been used to perform a series of parametric studies on corner sub-frames. In order to obtain the best possible representation of the column cross- section, the formulation of beam-column elements was developed to allow the cross- section to be divided into large numbers of segments. The analyses indicate that the existing fire design codes, such as BS5950: Part 8, give an un-conservative result. The finite element method is shown to be capable of modelling this type of sub- frame, but is too complex to be used routinely. As an alternative, a generalised simplified approach to enable a rapid assessment of the sub-frame by hand or spreadsheet calculation has been developed. The results, in comparison with the finite element analyses, give some confidence in the use of this approach. The beam-column elements of the program VULCAN were further developed to model the three-dimensional behaviour of asymmetric steel beams for fire conditions. The general approach, including the principles and details of the modifications to the formulation for asymmetric cross-sections, together with the refinement of the cross- section, are presented. The modified program has been validated by comparison with classical analytical results and test results at ambient and high temperatures. A new generalised beam model has been developed, which can model not only reinforced concrete sections but also steel sections of different shapes including hollow sections, for three-dimensional composite structures at ambient and high temperatures. The method currently includes both geometrical and material non linearities and considers the cracking and crushing of concrete. Several material models have been included, especially for concrete in tension which shows significant effects on the results. The thermal expansion and degradation of both steel and concrete materials with elevated temperatures are also included. The cross- section is divided into an appropriate number of segments so that non-uniform temperature profiles, and variations of strain and stress across the section, can be represented with more accuracy. The formulation is used to further develop the program VULCAN, and is then validated by comparison with theoretical and experimental results. be457b7860
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