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PEDESTAL DESIGN AND REINFORCEMENT

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For small load carrying columns , the pedestals are designed without any reinforcement and with height less than three times its width. Generally hollow concrete blocks are used and the hollow place is filled with concrete. But this is only limited to small load ranges. But in the case of large load columns , construction and design of pedestals is same as reinforced columns for major loads. Reinforcement is also provided for the pedestals but the amount of reinforcement is 0.15% of its cross sectional area. Minimum reinforcement shall be 0.15% of crossection area (Refer clause 26.5.3.1 of IS 456 on pedestal having length less than 3*least lateral dimension) Minimum Bar dia - - Better use 12mm dia as minimum Maximum spacing - - 200mm (This is generally for mass concrete and the case of pedestal seems closer to it) Lateral ties - - Al around may be 10mm dia @200mm c/c maximum , But internal ties need to be provided ,may be ,at double spacing to connect opposite fa...
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Difference between syntax of member loading in case of EQ definition And other load case detals in STAAD PRO

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Hello, Everyone  I am here writting about the difference between syntax of member loading in case of EQ definition And other load case detals in STAAD PRO. Command for  Member Weight  other than EQ loading The above shown fig describes about the application of member loading in load case details other than earthquake. There are various options for type of loading like uniform force, uniform moment, concentrated force, e.t.c after selecting this we have to apply intensity and distances in case of uniform force. In the case of earthquake loading we have to select firstly loading type then intensity of weight and starting distance.  Command for  Member Weight  in case of EQ loading Sometimes we define member weight in load case details and copy pasted it in staad edditor under  earthquake load definition. Then we have taken care about the syntax as in this definition  starting distance is followed...
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Etabs VS Staad

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Etabs VS Staad Hello Everyone,😊  I am here after little bit long time. Today in this blog I am sharing my working experience on  Etabs and Staad. And compare these two software commonly used by structural engineers. 1- For small structures like up to 3-story buildings STAAD is easier to use and for beginners is easier to learn, but ETABS needs more inputs, which might be difficult to understand in initial stages. 2- On the other hand, more inputs in ETABS gives you more control of what the software outputs. Like Shear wall design, stiffness modifiers, mass source, restraints, diaphragm . . . 3- For high-rise structures, undoubtedly ETABS gives better results and reliability. In the world, you can find more iconic and famous high-rise buildings designed by ETABS. 4- Based on some comparisons I myself did, ETABS gives you 5-10% more economical design than STAAD. This claim has proved by the others. 5- There are more analytical options available in ETABS...
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Diagrid Structural System – Types, Materials and Advantages What is Diagrid Structural System? The diagrid structural system can be defined as a diagonal members formed as a framework  made by the intersection of different materials like metals, concrete or wooden beams which is used in the construction of buildings and roofs. Diagrid structures of the steel members are efficient in providing solution both in term of strength and stiffness. But nowadays a widespread application of diagrid is used in the large span and high rise buildings, particularly when they are complex geometries and curved shapes. urved shapes. Module Geometry of Diagrid Structural System 1.  Diagrid Optimal Angle The diagonal member of the diagrid carries both shear and moment. So the optimal angle of placing of the diagonals is dependent of building height. The optimal angle of the columns for maximum bending rigidity in the normal building is 90 degree and for the diagonal...
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THE STEPS INVOLVED IN PRODUCING STIRRUP IN COLUMN

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There are two types of bars in a RCC column i.e. longitudinal bar and horizontal bar. In horizontal bar, the stirrups and ties are utilized in column. Stirrup is also known as ring, shear reinforcement, etc. To form stirrup for column, it is necessary to work out the cutting length of bar for stirrup as well as calculate the number of stirrups and the size of stirrup. It can be performed in following 4 easy steps.  Find out the size of stirrup Compute the cutting bar length for stirrup Compute the number of stirrups  Bending the bar in stirrup’s shape 1. Find out the Size of Stirrup Suppose, the column size is 20″ x 40″. The concrete clear cover for reinforcement of column is taken as 1½”. The length of stirrup should be 40″-2×1½”=37″ and width 20″-2×1½”=17″. Therefore, the size of the stirrup is 37″x17″. 2.Work out Cutting-Bar-Length for Stirrup There exist actual bar length and cutting bar length. The actual bar length of sti...
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STRUCTURAL DESIGN PROCESS

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The entire process of structural planning and design requires not only imagination and conceptual thinking but also sound knowledge of practical aspects, such as recent design codes and bye-laws, backed up by ample experience, institution and judgment. It is emphasized that any structure to be constructed must satisfy the need efficiency for which it is intended and shall be durable for its desired life span. Thus, the design of any structure is categorizes into following two main types:- 1. Functional design 2. Structural design FUNCTIONAL DESIGN: The structure to be constructed should primarily serve the basic purpose for which it is to be used and must have a pleasing look. The building should provide happy environment inside as well as outside. Therefore, the functional planning of a building must take into account the proper arrangements of room/halls to satisfy the need of the client, good ventilation, lighting, acoustics, unobstructed view in the case of community h...
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PILE DESIGN INTRODUCTION

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Nos. of piles needed will depend upon the total vertical load from column / pile capacity  Pile group of three,four ,five ,six or more can be adopted based on nos of piles required.  Any moment acting from column is also accounted (as it will effect the exterior piles most)  by addtional +ve reaction on one side and -ve reaction on other side piles due to moment  Minimum c/c spacing between piles shall be:    2*D - - - for piles resting on rock  2.5*D - - - for piles deriving their strength predominantly from end bearing( predominantly sandy strata)  3*D - - - for piles deriving their strength predominantly from skin friction( predominantly clayey strata)  (d= Pile shaft diameter)  Pile cap can be designed by bending theory .Draw a line at mid depth of    pile cap .The column load is taken to be dispersed at 45 degrees into  pile cap upto its mid depth acting downwards.The reaction from piles  shall also b...
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