seismic & wind evaluation of g+10 residential...

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International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 5, May 2018, pp. 16–24, Article ID: IJCIET_09_05_003

Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=5

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

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SEISMIC & WIND EVALUATION OF G+10

RESIDENTIAL BUILDING

B. Shankar

PG Student, Civil Engineering Department,

MLR Institute of Technology and Management, Hyderabad, India

T. Abhiram Reddy

Assistant professor, Civil Engineering Department,

MLR Institute of Technology and Management, Hyderabad, India

ABSTRACT

The principle objective of this project is to Seismic and wind design of multi storey

building [G+10 (3-D frame)] using STAAD Pro. The design involves load calculations

manually and analyzing the whole structure by STAAD Pro. The design methods used

in STAAD-Pro analysis are Limit State Design conforming to Indian Standard Code of

Practice. STAAD Pro features a state-of-the-art user interface, visualization tools,

powerful analysis and design engines with advanced finite element and dynamic

analysis capabilities. From model generation, analysis and design to visualization and

result verification, STAAD Pro is the professional’s choice. Initially we started with

the analysis of simple 2-dimensional frames and manually checked the accuracy of the

software with our results. The results proved to be very accurate. We analyzed and

designed a G + 5 storey building [2-D Frame] initially for all possible load

combinations [dead, live, wind and seismic loads]. Complicated and high-rise

structures need very time taking and cumbersome calculations using conventional

manual methods. STAAD Pro provides us a fast, efficient, easy to use and accurate

platform for analyzing and designing structures.

Keywords: STAAD.Pro, Seismic load and Wind load.

Cite this Article: B Shankar and T Abhiram Reddy, Seismic & Wind Evaluation of

G+10 Residential Building, International Journal of Civil Engineering and

Technology, 9(5), 2018, pp. 16–24.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=9&IType=5

1. INTRODUCTION

Our project involves analysis and style of multi-storeyed [G + 10] employing a extremely

popular coming up with package STAAD Professional. We’ve chosen STAAD Professional

attributable its following advantages:

Easy to use interface.

Seismic & Wind Evaluation of G+10 Residential Building


Conformation with the Indian normal codes.

Accuracy of the answer versatile nature of determination any of downside.

STAAD Pro determinations a dynamic interface, picture apparatuses, effective

examination and gloriousness motors with cutting edge limited 0.5 and dynamic investigation

abilities. From model generation, analysis and style to visualization and result verification,

STAAD Pro is that the professional’s alternative for steel, concrete, timber, metal and cold-

formed steel style of low and high-rise buildings, culverts, organic compound plants, tunnels,

bridges, piles and far additional.

1.1. STAAD.Pro consists of the following

The STAAD.Pro Graphical User Interface: it's wont to generate the model, which might then

be analyzed mistreatment the STAAD engine. Once analysis and style are completed, the user

interface also can be wont to read the results diagrammatically. The STAAD analysis and

magnificence engine: it is a general calculation engine for structural analysis and integrated

Steel, Concrete, Timber and metal vogue. To begin with we’ve got resolved some sample

problems practice STAAD skilled and checked the accuracy of the results with manual

calculations. The results were to satisfaction and were correct.

With the initial section of our project we’ve got done calculations concerning loadings on

buildings and conjointly thought of seismal and wind masses. Structural analysis contains the

set of physical laws and arithmetic needed to review and predicts the behavior of structures.

Structural analysis may be viewed additional abstractly as a way to drive the engineering style

method or prove the soundness of a style while not a dependence on directly testing it. To

perform associate in nursing correct analysis a structural engineer should confirm such data as

structural masses, geometry, support conditions and material properties. The results of such

Associate in nursing analysis generally embrace support reactions, stresses and displacements.

This data is then compared to criteria that indicate the conditions of failure. Advanced

structural analysis might examine dynamic response, stability and non-linear behavior. The

aim of style is that the accomplishment of an appropriate likelihood that structures being

designed can perform satisfactorily throughout their supposed life. With Associate in nursing

applicable degree of safety, they ought to sustain all the masses and deformations of

traditional construction and use and have adequate sturdiness and adequate resistance to the

results of seismal and wind. Structure and structural elements shall normally be designed by

Limit State Method. Account should be taken of accepted theories, experiment and experience

and the need to design for durability.

Design as well as style for sturdiness, construction and use in commission ought to be

thought of as a full. The belief of style objectives needs compliance with clearly outlined

standards for materials, productions, accomplishment and additionally maintenance and use of

structure in commission. The planning of the building depends up on the minimum necessities

as prescribed within the Indian customary codes. The minimum necessities relating the

structural safety of building square measure being coated by manner of egg laying down

minimum style (design) loads that got to be assumed for dead loads, obligatory loads and

different external loads, the structural would be needed connected. Strict conformity to

loading standards recommended in this code, it is hoped, will not only ensure the structural

safety of the buildings which are being designed.

B Shankar and T Abhiram Reddy


2. LOADS CONSIDERED

2.1. DEAD LOADS

As per IS: 875 (Part 1) - 1987 (Incorporating IS: 1911-1967) (Reaffirmed 1997) Edition 3.1

(1997-12), Indian Standard code of practice for design loads (other than earthquake) for

buildings and structures (part-1), dead loads unit weights of building materials and stored

materials All permanent constructions of the structure kind the dead masses. The load

includes of the weights of walls, partitions floor finishes, false ceilings, false floors and also

the alternative permanent constructions within the buildings. The unit weights of plain

concrete and ferroconcrete created with sand gravel or crushed natural stone mixture could

also be taken as 24 KN/m and 25 KN/m severally.

2.2. IMPOSED LOADS

As per IS: 875 (Part 2) - 1987 (Reaffirmed 1997), Indian Standard code of practice for design

loads (other than earthquake) for buildings and structures. Imposed load is created by the

supposed use or occupancy of a building together with the burden of movable partitions,

distributed and targeted masses, load thanks to impact and vibration and mud masses.

Obligatory masses don’t embrace masses thanks to wind, unstable (seismal) activity, snow

and masses obligatory thanks to temperature changes to that the structure is subjected to creep

and shrinkage of the structure, the differential settlements to that the structure might bear.

2.3. WIND LOAD

As per IS: 875 (Part 3) - 1987 (Reaffirmed 1997) Indian Standard code of practice for design

loads (other than earth quake) for buildings and structures. Wind is air in motion relative to

the surface of the planet. The first explanation for wind is derived to earth’s rotation and

variations in terrestrial radiation. The radiation effects area unit primarily to blame for

convection either upwards or down. The wind typically blows horizontal to the bottom at air

current speeds. Since vertical elements of region motion area unit comparatively tiny, the term

‘wind’ denotes virtually solely the horizontal wind, vertical winds area unit continually

known per se. The wind speeds area unit assessed with the help of anemometers or

anemographs that area unit put in at earth science observations at heights typically varied

from ten to thirty meters on top of ground.

3. WORKING WITH STAAD.PRO

3.1. INPUT GENERATION

The graphical user interface (or user) communicates with the STAAD analysis engine thought

the STAAD INPUT file. That computer file could be a document consisting of a series of

commands that square measure dead consecutive. The commands contain either directions or

knowledge concerning analysis and/or design (style). The STAAD computer file may be

created through a text editor or the graphical user interface modeling facility. In general, any

text editor is also utilized to edit/create the STAAD computer file. The graphical user

interface modeling facility creates the computer file through Associate in nursing interactive

menu-driven graphics homeward-bound procedure.



Figure 1 plan of the G+10 storey building

3.2. TYPES OF STRUCTURES

A Structure is often outlined as associate degree assemblage of components. STAAD is

capable of analyzing and planning structures consisting of frame, plate/shell and solid

components. Virtually any style of structure is often analyzed by STAAD. A SPACE

structure, that may be a 3-dimensional framed structure with hundreds applied in any plane, is

that the most general. A PLANE structure is sure by a worldwide X-Y frame of reference with

hundreds within the same plane.

A TRUSS structure consists of truss members who might have solely axial member forces

and no bending within the members. A FLOOR structure may be a 2 or 3-dimensional structure having no horizontal (global X

or Z) movement of the structure [FX, FZ & MY square measure restrained at each joint]. The

ground framing (in worldwide X-Z plane) of a building is a perfect example of a FLOOR

structure. Columns also can be sculptural with the ground during a FLOOR structure as long

because the structure has no horizontal loading. If there's any horizontal load, it should be

analyzed as an area structure.

3.3. GENERATION OF THE STRUCTURE

The structure could also be generated from the computer file or mentioning the co-ordinates

within the graphical user interface. The figure below shows the graphical user interface

generation technique. E structure.

Figure 2 Member Property To Structure



3.4. MATERIAL CONSTANTS

The material constants are: modulus of elasticity (E); weight density (DEN); Poisson's

Poisson's ratio (POISS); co-efficient of thermal enlargement (ALPHA), Composite Damping

Damping Ratio, and beta twelve angle (BETA) or coordinates for any reference (REF)

purpose. E value for members should be provided or the analysis won't be performed. Weight

density (DEN) is employed only self-weight of the structure is to be taken under

consideration.

3.5. SUPPORTS

Supports square measure such as (PINNED) fastened, FIXED, or FIXED with completely

different releases (known as FIXED BUT). A PINNED (stapled) support has restraints against

all travel movement and none against motion movement. In alternative words, a stapled

support can have reactions for all forces however can resist no moments. A set support has

restraints against all directions of movement. Travel and motion springs can even be such.

The spring’s square measure described in terms of their spring constants. A travel spring

constant is outlined because the force to displace a support joint one length unit within the

world direction. Similarly, a motion spring constant is outlined because the force to rotate the

support joint one degree rounds the worldwide direction.

Figure 3 Supports to Structure

3.6. LOADS

Loads in an exceedingly structure are often nominal as joint load, member load, temperature

load and glued finish (FIXED END) member load. STAAD may also generate the self-weight

of the structure and use it as uniformly distributed member masses in analysis. Any fraction of

this self-weight may also be applied in any desired direction.

Figure 4 Load Given to Structure



3.6.1. Joint loads

Joint loads, each forces and moments, are also applied to any free joint of a structure. These

loads act within the worldwide reference system of the structure. Positive forces act within the

positive coordinate directions. Any variety of loads is also applied on one joint, during which

case the hundreds are additive on it joint.

3.6.2. Member load

Three types of member loads may be applied directly to a member of a structure. 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.

Trapezoidal loads are converted into a uniform load and several concentrated loads. Any

number of loads may be specified to act upon a member in any independent loading

condition. Member loads can be specified in the member coordinate system or the global

coordinate system. Uniformly distributed member loads provided in the global coordinate

system may be specified to act along the full or projected member length.

3.6.3. Area/floor load

Many times, a floor (bound by X-Z plane) is subjected to a uniformly distributed load. It may

need tons of labor to calculate the member load for individual members in this floor.

However, with the world or FLOOR LOAD command, the user will specify the world masses

(unit load per unit sq. area) for members. The program can calculate the tributary space for

fourteen these members and supply the right member masses. The world Load is employed

for one-way distributions and therefore the Floor Load is employed for 2-way distributions.

3.6.4. Fixed end member load

Load effects on a member might also be laid out in terms of its mounted finish loads (FIXED

END LOADS). These loads area unit given in terms of the member arrangement and therefore

the directions area unit opposite to the particular load on the member. Every finish of a

member will have six forces: axial; shear y; shear z; torsion; moment y, and moment z.

3.6.5. Load Generator – Moving load, Wind & Seismic

Load generation is that the method of taking a load inflicting unit equivalent to wind pressure,

ground movement or a truck on a bridge, and changing it to a type equivalent to member load

or a joint load which may be then be utilized in the analysis.

3.6.6. Moving Load Generator

This feature allows the user to get moving loads on members of a structure. Moving load

system(s) consisting of targeted (CONCENTRATED) loads at (FIXED) fastened such as

distances in each direction on a plane are often outlined by the user. A user such as variety of

primary load cases are going to be afterward generated by the program and brought into

thought in analysis.

3.6.7. Seismic Load Generator

The STAAD seismal load generator follows the procedure of equivalent lateral load analysis.

It’s assumed that the lateral loads are going to be exerted in X and Z directions and Y are

going to be the direction of the gravity loads. Thus, for a building model, Y axis is going to be

perpendicular to the floors and purpose upward (all Y joint coordinates positive). For load



generation per the codes, the user is needed to produce seismal zone coefficients, importance

factors, and soil characteristic parameters. Rather than victimization the approximate code

primarily based formulas to estimate the building amount in an exceedingly bound direction,

the program calculates the amount victimization Raleigh quotient technique. This era is then

used to calculate seismal constant C. once the bottom shear is calculated from the acceptable

equation; it's distributed among the assorted levels and roof per the specifications. The

distributed base shears are after applied as lateral hundreds on the structure. These loads

might then be used as traditional load cases for analysis and style.

3.6.8. Wind Load Generator

The STAAD Wind Load generator is capable of shrewd wind a whole bunch on joints of a

structure from user fastened wind intensities and exposure factors. Entirely totally different

wind intensities are additionally fastened for varied height zones of the structure. Openings at

intervals the structure is additionally sculptural pattern exposure factors.

An exposure issue is related to every joint of the structure and is outlined because the

fraction of the influence space on that the wind load acts. Intrinsic algorithms mechanically

calculate the exposed space supported the areas delimited by members (plates and solids don't

seem to be considered), then calculates the wind masses from the intensity and exposure input

and distributes {the masses} as lateral joint loads.

3.7. SECTION TYPES FOR CONCRETE DESIGN

The following styles (design) of cross sections for concrete members may be designed. For

beams prismatic (Rectangular & Square) & T-shape. For columns prismatic (Rectangular,

square & circular).

3.8. DESIGN PARAMETERS

The program contains variety of parameters that square measure required to perform style as

per IS 13920. It accepts all parameters that square measure required to perform style as per IS:

456. Over and on top of it's another parameter that square measure needed only designed is

performed as per IS: 13920. Default parameter values are designated specified they're oft used

numbers for standard style necessities. These values could also be modified to suit the actual

style being performed by this manual contains a whole list of the accessible parameters and

their default values. It’s necessary to declare length and force units as metric linear unit and

Newton before performing arts the concrete style.

3.9. BEAM DESIGN

Beams are designed for flexure, shear and torsion. If required the effect of the axial force may

be taken into consideration. For all these forces, all active beam loadings are pre-scanned to

identify the critical load cases at different sections of the beams. For style to be performed as

per IS: 13920 the breadth of the member shall not be below 200mm. conjointly the member

shall ideally have a width-to depth magnitude relation of over zero.3.

3.10. COLUMN DESIGN

Columns are designed for axial forces and biaxial moments per IS 456:2000. Columns are

designed for shear forces. All major criteria for choosing longitudinal and cross reinforcement

as stipulated by IS: 456 are taken care of within the column style of STAAD. But following

clauses are glad to include provisions of IS 13920



3.11. DESIGN OPERATION

STAAD contains a broad set of facilities for coming up with structural members as individual

elements as associate’s analyzed structure. The member style facilities offer the user with the

flexibility to hold out variety of various style operations. These facilities might style

downside. The operations to perform a style are:

• Specify the members and also the load cases to be thought of within the style.

• Specify whether or not to perform code checking or member choice.

• Specify style parameter values, if completely different from the default values.

• Specify whether or not to perform member choice by improvement.

These operations could also be continual by the user any variety of times relying upon the

planning needs. Earthquake motion usually induces force giant enough to cause spring less

deformations within the structure. If the structure is brittle, fast failure may occur. However, if

the structure is formed to behave ductile, it'll be ready to sustain the earthquake effects higher

with some deflection larger than the yield deflection by absorption of energy. Thus,

malleability is additionally needed as an important component for safety from fast collapse

throughout severe shocks. STAAD has the capabilities of activity concrete styles per IS

13920. Whereas coming up with it satisfies all provisions of IS 456 – 2000 and IS 13920 for

beams and columns.

3.11.1. Stability Requirements

Slenderness ratios area unit calculated for all members and checked against the suitable most

values. IS: 800 summarize the most slenderness ratios for various sorts of members. In

STAAD implementation of IS: 800, applicable most slenderness quantitative relation will be

provided for every member. If not, most slenderness quantitative relation is provided,

compression 34 members are checked against a most worth of a hundred and eighty and

tension members are checked against a most value of 400.

3.11.2. Deflection Check

This facility permits the user to think about deflection as criteria within the CODE CHECK

and member choice processes. The deflection check could also be controlled victimization 3

parameters. Deflection is employed additionally to alternative strength and stability connected

criteria. The native deflection calculation relies on the newest analysis results.

3.11.3. Code Checking

The purpose of code checking is to verify whether or not the desired section is capable of

satisfying applicable style code necessities. The code checking relies on the IS: 800 (1984)

necessities. Forces and moments at mere sections of the members are utilized for the code

checking calculations. Sections are also mere mistreatment the BEAM parameter or the

SECTION command. If no sections are mere, the code checking relies on forces and moments

at the member ends.

4. CONCLUSION

1. Complicated and high-rise structures need very time taking and calculations using

conventional manual methods.

2. STAAD.Pro provides us a fast, efficient, easy to use and accurate platform for

analyzing and designing structures.

3. As the height of the structure increases its deflection is also increases.



4. For improving lateral stability provide expansion joints and shear walls.

REFERENCES

[1] Building construction by b. c. punmia, ashok kumar jain and arun kumar jain - laxmi

publications.

[2] Is: 456-2000: code of practice for plain and reinforced concrete.

[3] Is-875-1987: code of practice for design loads for buildings and structures - dead loads.

[4] Is-875-1987: code of practice for design loads for buildings and structures - impose loads.

[5] D. ramya, a.v.s. sai kumar, comparative study on design and analysis of multistoried

building (g+10) by staad.pro and etabs software, ijesrt, october, 2015.

[6] M. mallikarjun, dr. p m v surya prakash, analysis and design of a multistoried residential

building of (ung2+g+10) by using most economical column method, international journal

of science engineering and advance technology, volume no: 4, issue no 2.

[7] v. varalakshmi, g. shivakumar, r. sunil sharma, analysis and design of g+5 residential

building, iosjr journal of mechanical and civil engineering, pp 73-77.

[8] P.p. chandurkar, dr. p.s. pajgade, seismic analysis of rcc building with and without shear

wall, ijmer, volume no: 3, issue no: 3, pp 1805-1810.

[9] K. Sunil Kumar, Dr. B. Nagalingeswara Raju, J. Arulmani and P. Amirthalingam, Design

and Structural Analysis of Liquified Cryogenic Tank under Seismic and Operating

Loading. International Journal of Mechanical Engineering and Technology, 7(6), 2016,

pp. 345–366.

[10] Khandekar Mainul Alam and Sanjay Sehdev, Economical Design Using Elliptical Hinges

in Gussets Subjected to Seismic Loads. International Journal of Civil Engineering and

Technology, 7(6), 2016, pp.544–549.

[11] AHMAD WANI, AMARPREET SINGH, SANA IQBAL, NAWAF LAL AND Dr. Javed

Ahmed Bhat, DEVELOPMENT OF ECONOMIZED SHAKING PLATFORMS FOR

SEISMIC TESTING OF SCALED MODELS, International Journal of Advanced

Research in Engineering and Technology (IJARET), Volume 3, Issue 2, July-December

(2012), pp. 60-70

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