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DIFFERENT CONFIGURATION OF SHEAR WALL LOCATION IN SOFT STOREY BUILDING SUBJECTED TO SEISMIC LOAD

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371 | P a g e

DIFFERENT CONFIGURATION OF SHEAR WALL

LOCATION IN SOFT STOREY BUILDING

SUBJECTED TO SEISMIC LOAD

Sony

1

, Gillela.Naresh Kumar Reddy

2

1 pursuing M.Tech, 2 working as Assistant Professor, Samskruti college of Engineering & Technology,

kondapur Village, Ghatkesar, RangaReddy District, TG,( India)

ABSTRACT

During earthquakes RC (Reinforced Concrete) structures are subjected to parallel dislodging. The majority of the RC structures are intended to oppose gravity stacks just disregarding the impact of parallel powers emerging because of seismic tremor. This study is concentrated to investigate the seismic conduct of structure (Special Moment Resisting Frame, SMRF). The study has been completed utilizing STAAD.PRO programming, IS 1893:2002, IS 13920:1993 and IS 456:2000. The working under investigation comprise of 11 stories and has 5 narrows along both course with a range of 4m every, floor to floor tallness is 3m, ground floor to first floor stature is 2.80m. The building has been to be situated in seismic zone-II (Bhilai locale, Chhattisgarh) of India. While breaking down utilizing STAAD.PRO, delicate story has been seen at first and eleventh floor. A near has been finished by putting shear divider at various area in the building subjected to seismic burden. These areas comprise of shear divider being set at fringe, at middle position and in the center. In this project we are designing and analyzing the building consists of 11 floors and has 5 bays along both directions with a span of 4m each, floor to floor height is 3m, ground floor to first floor height is 2.80m. The building is to be designed in

the seismic zone-I and zone- IV

.

Keywords:

Drift, Seismic Force, Shear Wall, Soft Story, Staad.Pro, Stiffness

I. INTRODUCTION

1.1 Soft Story Building

A delicate story building is a multi-story working in which one or more floors have windows, wide entryways,

vast unhindered business spaces, or different openings in spots where a shear divider would ordinarily be

required for strength as an issue of seismic tremor designing configuration. An ordinary delicate story building

is a loft working of three or more stories situated over a ground level with vast openings, for example, a parking

structure or arrangement of retail organizations with expansive windows. Structures are named having a

"delicate story" if that level is fewer than 70% as hardened as the floor instantly above it, or under 80% as firm

as the normal solidness of the three stories above it. Soft story structures are powerless against breakdown in a

moderate to severe earthquake in a marvel known as delicate story breakdown. The deficiently supported level

is generally less safe than encompassing floors to horizontal seismic tremor movement, so a lopsided measure of

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ready to withstand the anxiety, the floor turns into a feeble point that may endure basic harm or finish

disappointment, which thus brings about the breakdown of the whole building.

1.2 Shear wall

In auxiliary building, a shear divider is a basic framework made out of propped boards (otherwise called shear

boards) to counter the impacts of sidelong load following up on a structure. Wind and seismic burdens are the

most widely recognized burdens that shear dividers are intended to convey. Under a few building regulations,

including the international building code (where it is known as a supported divider line) and uniform building

code, all outside divider lines in wood or steel outline development must be propped. Contingent upon the extent

of the building some inside dividers must be supported also. A structure of shear dividers in the focal point of a

huge building - frequently encasing a lift shaft or stairwell shape a shear center. Shear dividers oppose in-plane

loads that are connected along its tallness. The connected burden is by and large exchanged to the divider by a

stomach or gatherer or drag part. They are inherent wood, cement, and cmu (brick work). Plywood is the routine

material utilized as a part of shear dividers, however with advances in innovation and present day building

strategies, other pre-assembled choices have made it conceivable to infuse shear gatherings into thin dividers

that fall at either side of an opening. Sheet steel and steel-upheld shear boards in the spot of auxiliary plywood

in shear dividers has demonstrated to give more grounded seismic resistance.

1.3 Non Planar Shear Walls

Because of useful prerequisites, the fashioner may pick non planar areas like c,l rather than the planar segments

like rectangular/bar ringer segments. Non-planar segments require 3d investigation and are an examination

region.

1.4 Seismic Loading

At the point when tremors happen, a structures experiences dynamic movement. This is on the grounds that the

building is subjected to idleness constrains that demonstration in inverse bearing to the quickening of quake

excitations. These idleness strengths, called seismic burdens, are generally managed by accepting powers outer

to the building. Since tremor movements shift with time and idleness strengths differ with time and course,

seismic burdens are not consistent as far as time and space. In planning structures, the greatest story shear power

is thought to be the most compelling; in this manner in this part seismic burdens are the static burdens to give

the greatest story shear power for every story, i.e. equal static seismic burdens. Time histories of tremor

movements are likewise used to break down elevated structures, and their components and substance for seismic

outline. The seismic tremor movements for element configuration are called outline quake movements. In the

past suggestions, just the proportionate static seismic burdens were thought to be seismic burdens. In this part,

comparable static seismic burdens as well as configuration quake movements as time histories are incorporated

into seismic burdens considered in the more extensive sense. In ISO/TC98 which manages "bases for

configuration of structures", the expression "activity" is utilized rather than "burden" and activity incorporates

load as outer power as well as different impacts that may make misshapening the structures1). Later on, "move"

may replace "load". Area 7.1 manages the essentials of assessing seismic burdens. Sec.7.2 is about the

computation of seismic burdens that gives proportional static seismic burdens for a working over the ground

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investigations. General structure and essential things and conditions are depicted in every area as principle

content.

1.5 Calculation Of Wind Load

Plan wind speed (Vz) at any tallness can be ascertained as takes after: Vz = Vb k₁ k₂ k₃

Where,

Vz = Design wind speed at any stature „z‟ in m/s

Vb = Basic wind speed for any site

k₁ = Probability component (Risk coefficient)

k₂ = Terrain, tallness and structure size element

k₃ = Topography element

k₁, k₂ and k₃ are figured by method for tables in IS 875 (Part-3) 2003.The outline wind weight at any tallness

above mean ground level should be gotten by the accompanying relationship between wind weight and wind

speed:

Pz = 0.6 Vz²

Where,

Pz = Design Wind weight in N/m² at stature z, Vz = Design wind speed in m/s stature z.

II.

LITERATURE REVIEW

Shear dividers are more productive in opposing sidelong loads in multi storied structures. Shear dividers are

made with steel, strengthened cement are kept in significant positions of multi storied structures which are made

in light of tremor strengths, wind powers. A lot of exploration work was done in different parts of shear dividers

such different stacking rates, pseudo element test, El Centro shake table tests for wood surrounded shear

dividers, the tests with more load cycling and high amplitudes compared together post top quality debasement.

The quick turned around cyclic test outcomes are near shake table tests. Thought about with pseudo element

tests and shake table test, comparable amplitudes load cycles were watched yet results were distinctive.

Mc mullin and merrick, directed power controlled cyclic tests on dividers sheathed on both sides with situated

strand board (OSB), 3 employ plywood, 4 handle plywood, gypsum divider board (GWB). The firmness of

GWB was observed to be more noteworthy than OSB and handle wood.

Salenikovich and Dolan, tried dividers by different perspective proportions and toppling restrictions with both

statically and consistently. Dividers flexibility and divider firmness were same as consequence of two

conventions. Limit and comparing removal were 13% and more prominent than 30% separately were found for

dividers tried monotonically and having angle proportions not exactly or equivalent to 2:1.

Ni and Karacabeyli examined the execution of shear dividers moored with hold downs, without hold downs

and with dead loads and no hold downs. Static and opposite cyclic stacking according to ISO (1998)

conventions were utilized. Correlation with relocation of dividers without hold downs to with hold downs and

no vertical burden were watched half relating relocation of dividers without hold down or vertical burden was

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III.

METHODOLOGY

3.1 Design

Number of stories = G+11

Floor to floor height = 3m

Ground floor to first floor height = 2.80m

Thickness of the Slab = 0.15m

Thickness of the shear wall = 0.2m

Number of bays in length = 5 bays

Number of bays in breadth = 5 bays

Bay to bay distance = 4m

Code for concrete = IS456

3.2 Footings

Type of footing = fixed

3.3 Loads & Definition

Self weight load Y = -1

Dead load

Uniform

Uniform force

W1 =-30 kn/m for outer walls

W1 = -20 kn/m for inner walls

Live load

Floor pressure YRANGE = -6 kn/m2

Wind load

Wind word face (X)

Wind word face (Z)

Wind word face (-X)

Wind word face (-Z)

Seismic load

Seismic load face (X)

Seismic load face (Z)

Seismic load face (-X)

Seismic load face (-Z)

Factor = 1

Factor = 1

Factor = -1

Factor = -1

Factor = 1

Factor = 1

Factor = -1

Factor = -1

IV.

MODELING

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Figure: 3 geometry view figure:4 structure with plate thickness

Figure: 5 3d view of the shear wall structure figure: 6 structure with shear wall

Figure: 7 overall structures with shear walls

V.

CONCLUSION

In this project we are designing the shear wall to the structure because the shear wall is used to resist the seismic

loads. The shear wall design is complicated but it is used to resist the structure from different wind effects. On

analysis supported designed structure with numerous point configuration of shear wall with relevance seismic

load acting as calculated from STAAD. Pro code shows that, intermediate position of shear wall is best suited

with relevance core and boundary positions of the structure. The lateral displacement in X- direction and Z-

direction is restricted a lot of by the intermediately organized of shear wall creating building structure safe to

shear failure.

The proportionate material demand for the restriction of applied load safely; within the construction of building

conjointly shows the intermediate configuration are going to be a lot of economical than different with

exception of steel in core and concrete in boundary position; however this might not retard buckling

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vertical drift of the story at joints, that is thanks to direct reduction of displacement of member on the at base

and at ninth story whereas there was drift in structure (The story drift exceeds 0.004 times the story height for

1893 load case-1 applied) once configuration of shear wall body connected to structure each soft story and drift

exit thanks to resistive layer of shear wall body connected to structure assembled as extra column to retard the

displacement and counter shear failure.

REFERENCES

1. IS: 1893(part 1) : 2002, “ Criteria for earthquake resistant design of structures, part 1, general

provisions and buildings “, Fifth revision, Bureau of Indian Standards, Manak Bhavan, Bahadur Shah

Zafar Marg, New Delhi 110002.

2. “Review on Shear wall for soft storey high rise building, Misam Abidi and Mangulkar Madhuri N.

,International Journal of Civil and Advance Technology, ISSN 2249-8958,Volume-1,Issue-6, August

2012

3. “A comparative study of omrf & smrf structural system for tall & high rise buildings subjected to

seismic load”, Volume: 02 Issue: 09 | Sep-2013 by G.V.S.Siva Prasad and S.Adiseshu.

AUTHOR DETAILS

Sony, pursuing M.Tech from Samskruti College of Engineering & Technology,

kondapur Village, Ghatkesar, RangaReddy District, TG, INDIA.

Gillela.Naresh Kumar Reddy, working as Assistant Professor from Samskruti college of

Engineering & Technology, kondapur Village, Ghatkesar, RangaReddy District, TG,

References

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