FAR rule does not concern the number of floors you are allowed to raise. It is only about how much floor area you are permitted to cover in comparison to your land aquittance. MGC or Maximum Ground Coverage is the percentage of the ratio of total covered area of the building and total land area of the site.
The calculation helps you determine how much percentage of land has been used up in constructing a building. Let us assume that a plot size is of 5 katha sq ft. With setback rules, for a residential building, the road width must be 6 meter. For example, if a 7-storied building will be constructed;. To build a house on your own, there are 4 kinds of approvals or certification that you need. The approvals are as follows:.
There are some other miscellaneous calculations that you need to make if you have special amenities like lift, car parking etc. These important calculations include the following according to Rajuk FAR rules:. If you need more information in details, like FAR and MGC of sq meter area for residential buildings approved by Rajuk, please let us know in the comment section below. I have a plot about sq feet on the dhaka mymensingh main road. Can i apply as square feet class?
One more thing do i need any approval for 1 storey bulding? Save my name, email, and website in this browser for the next time I comment. What is FAR? What is MGC? Imposed loads do not include loads due to wind, seismic activity, snow, and loads imposed due to temperature changes to which the structure will be subjected to, creep and shrinkage of the structure, the differential settlements to which the structure may undergo.
The radiation effects are primarily responsible for convection either upwards or downwards. The wind generally blows horizontal to the ground at high wind speeds. The wind speeds are assessed with the aid of anemometers or anemographs which are installed at meteorological observatories at heights generally varying from 10 to 30 metres above ground.
Design Wind Speed V, The basic wind speed V, for any site shall be obtained from and shall be modified to include the following effects to get design wind velocity at any height V, for the chosen structure: a Risk level; b Terrain roughness, height and size of structure; and c Local topography. In the design of all buildings and structures, a regional basic wind speed having a mean return period of 50 years shall be used. The terrain category used in the design of a structure may vary depending on the direction of wind under consideration.
Wherever sufficient meteorological information is available about the nature of wind direction, the orientation of any building or structure may be suitably planned. Topography ks Factor - The basic wind speed Vb takes account of the general level of site above sea level. This does not allow for local topographic features such as hills, valleys, cliffs, escarpments, or ridges which can significantly affect wind speed in their vicinity.
The effect of topography is to accelerate wind near the summits of hills or crests of cliffs, escarpments, or ridges and decelerate the wind in valleys or near the foot of cliff, steep escarpments, or ridges.
Pressure Coefficients - The pressure coefficients are always given for a particular surface or part of the surface of a building. The wind load acting normal to a surface is obtained by multiplying the area of that surface or its appropriate portion by the pressure coefficient C, and the design wind pressure at the height of the surface from the ground.
This design lateral force shall then be distributed to the various floor levels. The overall design seismic force thus obtained at each floor level shall then be distributed to individual lateral load resisting elements depending on the floor diaphragm action.
This excludes the basement storeys. The analytical model for dynamic analysis of buildings with unusual configuration should be such that it adequately models the types of irregularities present in the building configuration. Buildings with plan irregularities cannot be modelled for dynamic analysis. For irregular buildings, lesser than 40 m in height in Zones 11and III, dynamic analysis, even though not mandatory, is recommended.
However, in either method, the design base shear VB shall be compared with a base shear VB Time History Method- Time history method of analysis shall be based on an appropriate ground motion and shall be performed using accepted principles of dynamics.
Response Spectrum Method- Response spectrum method of analysis shall be performed using the design spectrum specified, or by a site-specific design spectrum mentioned. That input file is a text file consisting of a series of commands which are executed sequentially.
The GUI Modeling facility creates the input file through an interactive menu-driven graphics oriented procedure. Fig 3. A SPACE structure, which is a three dimensional framed structure with loads applied in any plane, is the most general.
A TRUSS structure consists of truss members which can have only axial member forces and no bending in the members. The figure below shows the GUI generation method. E value for members must be provided or the analysis will not be performed.
Weight density DEN is used only when self weight of the structure is to be taken into account. Coefficient of thermal expansion ALPHA is used to calculate the expansion of the members if temperature loads are applied.
STAAD can also generate the self-weight of the structure and use it as uniformly distributed member loads in analysis. Any fraction of this self weight can also be applied in any desired direction. Joint loads: Joint loads, both forces and moments, may be applied to any free joint of a structure. These loads act in the global coordinate system of the structure. Positive forces act in the positive coordinate directions. Any number of loads may be applied on a single joint, in which case the loads will be additive on that joint.
These loads are uniformly distributed loads, concentrated loads, and linearly varying loads including trapezoidal. Uniform loads act on the full or partial length of a member. Concentrated loads act at any intermediate, specified point. Linearly varying loads act over the full length of a member. Trapezoidal linearly varying loads act over the full or partial length of a member.
It could require a lot of work to calculate the member load for individual members in that floor. The program will calculate the tributary area for these members and provide the proper member loads. The Area Load is used for one way distributions and the Floor Load is used for two way distributions. Fixed end member load: Load effects on a member may also be specified in terms of its fixed end loads. These loads are given in terms of the member coordinate system and the directions are opposite to the actual load on the member.
Each end of a member can have six forces: axial; shear y; shear z; torsion; moment y, and moment z. Moving Load Generator: This feature enables the user to generate moving loads on members of a structure. Moving load system s consisting of concentrated loads at fixed specified distances in both directions on a plane can be defined by the user. A user specified number of primary load cases will be subsequently generated by the program and taken into consideration in analysis.
It is assumed that the lateral loads will be exerted in X and Z directions and Y will be the direction of the gravity loads.
Thus, for a building model, Y axis will be perpendicular to the floors and point upward all Y joint coordinates positive. For load generation per the codes, the user is required to provide seismic zone coefficients, importance factors, and soil characteristic parameters Wind Load Generator: The STAAD Wind Load generator is capable of calculating wind loads on joints of a structure from user specified wind intensities and exposure factors.
Different wind intensities may be specified for different height zones of the structure. Openings in the structure may be modelled using exposure factors. It accepts all parameters that are needed to perform design as per IS: Over and above it has some other parameters that are required only when designed is performed as per IS: Default parameter values have been selected such that they are frequently used numbers for conventional design requirements.
These values may be changed to suit the particular design being performed by this manual contains a complete list of the available parameters and their default values. It is necessary to declare length and force units as Millimetre and Newton before performing the concrete design. If required the effect of the axial force may be taken into consideration.
For design to be performed as per IS: the width of the member shall not be less than mm. Also the member shall preferably have a width-to depth ratio of more than 0. Design for Shear: The shear force to be resisted by vertical hoops is guided by the IS revision. Elastic sagging and hogging moments of resistance of the beam section at ends are considered while calculating shear force.
Plastic sagging and hogging moments of resistance can also be considered for shear design if PLASTIC parameter is mentioned in the input file. Shear reinforcement is calculated to resist both shear forces and torsional moments. Columns are also designed for shear forces. All major criteria for selecting longitudinal and transverse reinforcement as stipulated by IS: have been taken care of in the column design of STAAD.
However following clauses have been satisfied to incorporate provisions of IS 1 The minimum grade of concrete shall preferably be M20 2. Steel reinforcements of grade Fe or less only shall be used. The minimum dimension of column member shall not be less than mm. For columns having unsupported length exceeding 4m, the shortest dimension of column shall not be less than mm.
The ratio of the shortest cross-sectional dimension to the perpendicular dimension shall preferably be not less than 0. The spacing of hoops shall not exceed half the least lateral dimension of the column, except where special confining reinforcement is provided. Special confining reinforcement shall be provided over a length lo from each joint face, towards mid span, and on either side of any section, where flexural yielding may occur.
The member design facilities provide the user with the ability to carry out a number of different design operations. These facilities may design problem. Earthquake motion often induces force large enough to cause inelastic deformations in the structure. If the structure is brittle, sudden failure could occur. But if the structure is made to behave ductile, it will be able to sustain the earthquake effects better with some deflection larger than the yield deflection by absorption of energy.
Therefore ductility is also required as an essential element for safety from sudden collapse during severe shocks. While designing it satisfies all provisions of IS — and IS for beams and columns. It is a method for proportioning structural members using design loads and forces, allowable stresses, and design limitations for the appropriate material under service conditions.
STAAD allows the user to change input such as member properties, support conditions etc. Pro GUI. Stability Requirements Slenderness ratios are calculated for all members and checked against the appropriate maximum values.
IS summarize the maximum slenderness ratios for different types of members. The deflection check may be controlled using three parameters. Deflection is used in addition to other strength and stability related criteria.
The local deflection calculation is based on the latest analysis results. Code Checking The purpose of code checking is to verify whether the specified section is capable of satisfying applicable design code requirements. The code checking is based on the IS: requirements. Forces and moments at specified sections of the members are utilized for the code checking calculations. If no sections are specified, the code checking is based on forces and moments at the member ends.
Pro Fig 4.
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