Design Concepts Chapter Singly Reinforced Sections Chapter Doubly Reinforced Sections Chapter T and L-Beams Chapter Shear, Bond and Torsion Chapter Design of Beams and Slabs Chapter Columns with Uniaxial and Biaxial Bending Chapter Design of Stair Cases Chapter Two way Slabs Chapter Prestressed Concrete Chapter Shrinkage and Creep Chapter Formwork Chapter Tests for Cement and Concrete.
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Flag for inappropriate content. Download now. Related titles. Carousel Previous Carousel Next. Jump to Page. Search inside document. C frame structure Floors 2. Types of footings 4. Columns 5. Beams S. Beam load Brick load L Column load Prasanth Nair. Bang Joy. Ignatius Samraj. All working drawings i. Step2: Finalization of structural Configuration. After receiving corrected working drawing from the architectural wing, the structural system is finalized.
The structural arrangements of a building is so chosen as to make it efficient in resisting vertical as well as horizontal loads due to earthquake. The span of slabs co chosen that thickness of slab mm and slab panels, floor beams, and columns, are all marked and numbered on the architectural plans. Now the building is ready for structural design to start. For each floor or roof, the loading intensity of slab is calculated taking into account the dead load of the slab, finish plaster, etc.
The linear loading of beams, columns, walls, parapets, etc. Step3 a : Preliminary Sizes of structural members. Beam : The width the beam generally taken as the width of wall i. Column:- Size of column depends upon the moments from the both the direction and the axial load.
Step ii : Over this load, the weight of wall if any , self weight of beam etc. Step iv :Then the loads from the beams are transferred to the columns. Step v :Step i to Step v is repeated for each floor. Step vi :These loads at various floors on each column are then added to get the total loads on each column, footing and the whole building.
The loads calculated in Para-II above at various floor levels are modified as per the requirement of Para 7. Fundamental National Period Seconds Clause 7. As per the clause 7. It is presumed that the reinforcements are always so arranged that all joints of the frame are monolithic. If the normal moment distribution is applied to all joints, the work involved is enormous.
However with certain assumptio ns, it is possible to anal yze the frames and get results which will be adequate for design purposes. To simplify anal ysis the three dimensional multistoried R.
It is assumed that each of these planer frames act independentl y of the frames. Step iv :Step i to Step iii is repeated for each floor Step v :Then these load s are used as u. Therefore, it become necessa r y to evolve simpler methods.
Some of these are: - a. Hardy cross method of moment distribution. The frame is analyzed by this method either: i. Floor-wise assuming the columns to be fixed for ends. Taking the frame as a whole. The whole frame anal ysis can be carried out for several alternative loading arrangements for obtaining maximum positive and negative bending moment.
Generall y frames are anal yzed floor-wise for the worst conditions of loading. The method is described in the following steps. Step1: Calculate the stiffness of all members. Enter them in the calculation scheme. Step2: Calculated the distribution factor at all joints from the stiffness. Step3: Look the joints and calculate the fixed -end moments. Distribute the imaginary external moment among all members Meeting at the joint in proportion to their relative stiffness and enter these value in the scheme.
This operation is called balancing. Step5: Enter the carry-over moments at the far in the scheme. Step7: Balance the unbalanced moment obtained from the last carry-over operation. A sample of moment distribution method is shown on next two pages. L III 6. Approximate methods are used for preliminary designs only.
For final design we may use exact method i. Design of columns : - With the knowledge of i Vertical load ii Moments due to horizontal loads on either axis; iii Moments due to vertical loads on either axis, acting on each column, at all floor levels of the building , columns are designed by charts of SP Design Aids with a load factor of 1.
The step confirms the size of columns assumed in the architectural drawings. The design of each column is carried out from the top of foundation to the roof, varying t he amount of steel reinforcement for suitable groups for ease in design. Further, slenderness effects in each storey are considered for each column group.
Important Considerations in design of Columns: - i Effective height of column :- The effective height of a column is defined as the height between the points of contra flexure of the buckled column.
For effective column height refer table 28 Annexure E of IS: Refer Annexure E of IS: Column design required: - I. Determination of the cross sectional dimension. Transverse steel. The transverse reinforcement is provided to impart effective lateral support against buckling to every longitudinal bar.
It is either in the form of circular rings of pol ygonal links late ral ties. Design of foundations: - With the knowledge of the column loads and moments at base and the soil data, foundations for columns are designed The following is a list of different t ypes of foundations in order to preference with a view to ec onom y: i Individual footings ii Combination of individual and combined footings iii Strip footings with retaining wall acting as strip beam wherever applicable; iv Raft foundations of the t ypes a Slab b beam -slab.
The brick wall footings are also designed at this stage. Often, plinth beams are provided to support brick walls and also to act as earthquake ties in each principal direction. Plinth beams, retaining wall if any, are also designed at this stage, being considered as part of foundati ons. Important Considerations in design of Foundations: - a Introduction : - Foundations are structural elements that transfer loads from the building or individual column to the earth. If these loads are to be properl y transmitted, foundations must be designed to prevent excessive settlement or rotation, to minimize differential settlement and to provide adequate safet y against sliding and over turning.
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