11/14/2021 0 Comments Prokon Slab Design
How to Design with Prokon. Execute the reinforcement required for the element being designed, Economically. Determine whether the design of the structural element is correct or not. How to Design Each Element in the Structure.Theory and application The following text gives an overview of the theory and application of the design Design scopeThe program designs and details continuous concrete beams and slabs. This Course is Filled with every Detail that will assure you the correct design. Easy to Learn and use, Very Helpful for Civil Engineers who wants to be Professional in Structural Analysis and Deliver Correct Designs asked For. PROKON is a Structural Analysis and Design Software, Which is Widely used and very Dependable software.
Spans can have constant or tapered sections. Cross-sections can include a mixture rectangular, I, T and L-sections. You can design structures ranging from simply supported single span to twenty-span continuous beams and slabs. Note: the C relation is applicable directly for rectangular section only, but when used for L-Shape beams, we should divide it to two rectangular sections and find C.Design scope The program designs and details continuous concrete beams and slabs. Y: Largest dimension in the section of edge beam. Prokon Slab Design Cracked Concrete SectionsSection properties are based on the gross uncracked concrete sections. Reinforcement Reinforcement can be generated for various types of beams and slabs, edited and saved as Padds compatible bending Continuous Beam and Slab design can save you a lot of time by conveniently using it on its own or as a post-processor for frame analyses in Prokons Sumo.Design codes The following codes are supported:Reinforcement bending schedules are generated in acc ordance to the guidelines given by the following publications:General principles: BS 4466 and SABS 082.Guidelines for detailing: 'Standard Method of Detailing Structural Concrete' published by the British Institute of Structural analysisSub-frame analysis A two-dimensional frame model is constructed from the input data. At ultimate limit state, moments and shears are redistributed to a specified percentage. The following load cases are considered (the sketch uses the load factors applicable to BS8110):All spans are loaded with the maximum design load.Equal spans are loaded with the maximum design ultimate load and unequal spans with the minimum design dead load.Unequal spans are loaded with the maximum design load and equal spans loaded with the minimum design dead load.Note: The case where any two adjacent spans are loaded with maximum load and all other spans with minimum load, as was the case with CP 110 - 1972And SABS 0100 - 1980, is not considered. Unity load factors are used at serviceability limit state. Note: No checks are made for the slenderness limits of columns or beam Pattern loading At ultimate limit state, the dead and live loads are multiplied by the specified ULS load factors (see page 14). In cases where the dead load is large in comparison with the live load, e.g. This load case is not considered during the analysis – if required, you should adjustment the applied loads manually. The South African loading code, SABS 0162 - 1989, prescribes an additional load case of 1.5×DL. A ULS load factor of 1.0 for minimum dead load and the maximum load factor specified for maximum dead load. The program uses the more approach given by the BS 8110 codes at all times, i.e. In contrast, the BS 8110 codes suggest a minimum ULS dead load factor of 1.0 for calculating the minimum ultimate dead load. The downward adjustment of hogging moments above is limited to prevent any increase in the maximum span moments of end spans.The shear forces for the same load cases are adjusted to maintain static equilibrium. The redistribution of moments and shear forces procedure is performed as follows: 1.The maximum hogging moment at each column or internal support is adjusted downward by the specified maximum percentage.The corresponding span moments are adjusted downward to maintain static equilibrium. Downwards redistributionThe downward distribution method aims to reduce the hogging moments at the columns without increasing the sagging moments at midspan. Note: No moment redistribution is done for serviceability limit state calculations.The moment envelopes are calculated for pattern loading and then redistributed using the procedures explained in the following text. If the method of moment redistribution is set to 'optimised', the design moments are further minimised by redistributing span moments upward as we ll. This adjustment applies to cases where 1.5×DL > 1.2×DL + 1.6×LL or, in other words, LL 1.4×DL + 1.6×LL or, in other words, LL < 6%×DL.Moment redistribution Ultimate limit state bending moments are redistributed for each s pan by adjusting the support moments downward with the specified percentage. Note: The exact amount of moment redistribution specified is always applied, irrespective of the degree of ductility of the relevant sections. The maximum amount of redistribution allowed by the codes is 30%. The amount of moment redistribution is limited to the specified percentage. 4g lte upload speedElastic deflections Short-term elastic deflections are calculated using unfactored SLS pattern loading. N o moment redistribution is done at serviceability limit state. This is achieved by adding additional compression calculationDeflection calculation Both short-term and long-term deflections are calculated. Prokon Slab Design Full SLS DesignThe results of these calculations are tabled in the Crack files on the View output pages. The cracked transformed sections are then calculated at 250 mm intervals along the length of the beam. 2.The full SLS design load is applied to all spans to obtain the elastic moment diagram. Long-term deflections Long-term deflections are determined by first calculating the cracked transformed sections: 1. 96 tamil movie subtitles srtThe modulus of elasticity of the concrete is reduced in accordance with the relevant design code.The instantaneous deflection is calculated by applying the transient portion of the live load on the transformed crack section. Unsymmetrical beams and unsymmetrical reinforcement layouts will cause a curvature in the beam.The creep deflection is calculated by applying the total dead load and the permanent portion of the live load on the beam. You can thus control deflections by manipulating reinforcement quantities.Next, the long-term deflection components are calculated by numerically integrating the curvature diagrams: 1.Shrinkage deflection is calculated by applying the specified shrinkage strain. However, once reinforcement is generated for beams, the actual entered reinforcement is used instead.
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