DESIGN OF MULTISTOREY STEEL BUILDING

7/24/2019 DESIGN OF MULTISTOREY STEEL BUILDING

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M.GOBINATH

PROJECT GUIDE : Mr. A. JAYARAMAN

PROJECT CO-ORDINATOR : DR. N.ARUNACHALAM

DESIGN OF AN EARTHQUAKERESISTANT STEEL STRUCTURE


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AIM

*To design an earthquake resistant multi-bay multi-storey steel

building for various Indian seismic zones.

*This project also includes the analysis ,design and comparativestudy of various seismic resistant techniques such as shear wall

and lateral bracings.

*The multi storey building will be analysed using substitute frame

method , portal frame method and software packages such as

!T"!#, $T!!%-&'( are incorporated as an additional

analytical tool.


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SCOPE

*! )* storey steel building is anlaysed and designed

using various seismic resistant devices + lateral

bracing, shear wall for various seismic zones in

India.


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LITERATURE STUDIES


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McCormac. C. J., (199!

S"r#c"#ra$ S"%%$ D%&')Har*%r Co$$')& Co$$%%P#+$'&%r&.


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The components of a typical steel-framed structure are

*#eams

*olumns

*/loors*#racing $ystems

*onnections

0enerally columns used in the framework are hot-rolled I-sections or

concrete encased steel columns.*The selection of beam sections depends upon the span, loading and

limitations on overall depth from headroom considerations.

*$imple beams with precast floors or composite metal deck floors are

likely to be the most economical for smaller spans.*/or larger spans,plate-girders or plated-beams are used


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INTRODUCTION :

*#uildings are subjected to vertical loads due to gravity and

lateral loads due to eathquake and wind.

To cater these

*1orizontal framing system +slabs,beams

*2ertical framing system + columns

"ateral load resisting systems and their applications are

studied

1.Shear walls2.Bracings


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SHEAR 2ALL

*$hear wall is a slender vertical cantileverprojected from

the foundation level resisting the lateral loads.

*The behaviour of shear wall is opposite to the name it

suggests

*! shear wall primarily resists the lateral load in fle3ure

and with little shear deformations.

*The deformation of a shear wall is different from that of

a frame,thus forms a comple3 behaviour


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Braced frame systems :

In common there are three types of bracings are adopted

) oncentrically braced frames

4 5ccentrically braced frames

6 #uckling restrained bracingCB :

#/ are diagonal braced members connected withpinned

connectionsat beam column junctions. They resist the lateral

forces by this vertical truss action as only a3ial forces aredevelopedin it.

It develops ductility by inelastic action in braces thus e3perincing

tension.they have high elastic stiffness but low ductility.


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!ccentrically "raced frame :

*It includes beams columns and braces, where these members are

arranged in a manner , where at least one end of the brace isconnected to isolate the segment of a beam called "I78.

*They resist lateral force by combination of frame and truss action,

develops ductility by fle3ure and shear yielding in links.

B#c$ling restrained "races :

*It is similar to #/9s in construction,but the difference is it

prohibits braces to buckle in compression.

*Thus ductility is developed by yielding in both tension and

compression.*This system gives high elastic stiffness and high ductilty.


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STEEL UILDINGS IN

EUROPE 3PLAN 14ARCHITECTS GUIDE


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%ain ty&es 'f "eams'olled profiles

*'olled profiles are commonly used in multi-storey buildings. !

large range of dimensions and steel grades is available. $imple

rolled profiles are well adapted for small and medium span

ranges. 'olled profiles can be curved for architectural

purposes.

:elded profiles

*:elded profiles are fabricated from plates. They can have

flanges with different dimensions to form a mono-symmetricsection. These profiles offer the possibility to design tapered

members, which optimizes the quantity of material, with

interesting architectural effect.

*This solution is generally used for beams larger than rolled

profiles.


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ellular beams

*#y a process of o3y-cutting and welding, the cellular beams can be

fabricated from rolled profiles. This is a very efficient solution for

office buildings, since it offers several advantages, such as increasinginertiacompared with the basic profile, providing openings for

services +ducts, air-conditioning, etc. and architectural appearance.

*5ven if the openings are generally circular, other shapes are possible

such as he3agonal openings.

omposite beams

*:hen a concrete slab is supported by the beam, it is easy to ensure a

structural connection between the slab and the beam. The steel profile

can be a rolled profile, a welded profile or a cellular beam. The latter is

especially recommended for large span floors in multi-storey buildings+up to ); or 4* m.


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C'ncrete sla" with steel dec$ing

The use of steel decking has many advantages

*5fficient permanent formwork +the formwork does not have

to be removed after concreting*Installation of a steel decking is easier than that of a precast

slab

*&ropping during construction is often not necessary.

*! simple steel decking is efficient aspermanent formwork atthe construction stage. $pecial steel deckings have been

developed in order to contribute to the bending resistance of

the floor, as a tension component.

*To optimize structural behaviour, a composite slab with steeldecking can also be designed to contribute to the bending

resistance of the beams +composite beams. This leads to a

reduction in the size of the steel profiles, and subsequently in

the total depth of the floor, the weight of the beam, etc.


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CONNECTIONS

$teel construction is based on a simple principle, involving the

assembly of elements, such as columns, beams, bracing

members, tie members. The components of the building

envelope < floors and partitions < are then connected to theprincipal members.

*The main function of a connection is to transfer internal

forces between the members, in a way that is consistent with

the design assumptions < pinned or continuous connection.:hen the connections are visible, their aesthetic quality can

emphasise the structural behaviour and contribute to the

architectural value of the building


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STEEL UILDINGS INEUROPE 3PLAN 54

CONNECTIONS,ARCHITECTSGUIDE


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T6*%& o0 co))%c"'o)&There are many types of connections for structural

members. The principal types commonly used in multi-storey

buildings are:

*Shear connections

*Moment connections (beam-to-column) for continuous

frames*Connections of bracing members

These connections can be considered as pinned. This type of

connection is mainly designed to transfer a shear force and a

small axial force.


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rac') co))%c"'o) 3o$"%/


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HIERARCH- OF DESIGN

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KAMURA H'&a6aNANA Taa6#'OKI Ko8'

FUNAA Ta#


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A+&"rac"

*This paper discusses required energy dissipation performance for

the long period ground motion on = class earthquakeand the ability of >/5 hysteretic energy dissipation devices.

This paper describes important points to keep in

mind in the structural design of vibration damping structures

applied to recent high-rise buildings, and outlines

the structural performance of the vibration dampers

developed at >/5 $teel.


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*!n '/ with a hysteretic damper is divided into a mainframe consisting of columns and beams, and a damper

portion consisting of a damper with connecting and

supporting members.

*In shear-yielding type vibration dampers +the wall type and

the assembled stud-panel type, the steel grade and width-

thickness ratio of the damper steel used in the panel part

both have influences on the hysteretic characteristics and

amount of energy dissipation of the damper


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The authors has conducted the following e3periments

+) yclic loading e3periment with a brace as a single member with variation in the

following parameters

* the mechanical properties of the a3ial member,

* the slenderness ratio of the au3iliary steel pipe,

*The width-thickness ratio of the a3ial member

* the diameter- thickness ratio of the au3iliary steel tube

*The clearance between the a3ial member

*!u3iliary steel tube structure and

* the hysteresis characteristics as a moment restraint frame with a brace

+4 &artial frame e3periment to grasp the applicability

to an actual

+6 1igh-speed loading e3periment with the actual seismic

ground motions considered

+? /atigue characteristics e3periment

In this section we describe the modelling of hysteresis


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*The test specimen used in the e3periment is a tubein-tube type

buckling-restraint brace +inner-tube restraint type in which both

ends are pin connected

CONC(USION :In this paper we described the trend in the application of damping

structures to recent high-rise buildings,

important points to keep in mind in the structural design

of damping structures, and an outline of the structuralperformance of >/5-developed vibration dampers.

/urther, we discussed the required and actual energydissipation

performance of vibration dampers installed

in high-rise buildings.


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1" 2or$/ Co)0%r%)c% o) Ear":#a% E)')%%r')

;a)co#7%r, .C., Ca)a/aA##&" 14

SHAKING TABLE TESTING OF

SYMMETRIC AND ASYMMETRIC

THREE-STOREY STEEL FRAMESTRUCTURES

T. Trombetti

P. arrasso

Cre,M. 'e Stefano

* hi h l f i d f d


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*This paper presents the results of a comparison study performed

between the numerically predicted and e3perimentally observed

+through shaking table tests dynamic behaviours of two scaled

models of steel frame buildings structures one symmetric and one

asymmetric in plan.

*The models were designed and built to be representative of steel

buildings designed according to the !#r' c'des ) and * +56 and

5;.

*The models were tested using as base inputs of the 5l entro

)@?* earthquake The following were the main goals of the test

program

*understanding the behaviour of asymmetric steel frame buildingsA

comparing the response of symmetric and asymmetric buildingmodels

*verify the predictive capabilities +for ma3imum rotations of a

simplified approach to the torsional phenomena referred to as

BalphaC method


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Co)c$#&'o)

*Two building models were designed and constructedA the first one

was a symmetric three storey )DE scale model with respect to itsprototype.

*$haking table tests of a symmetric building model were needed in

order to provide a reference to each result from the asymmetric

building model so that both results could be compared. Theasymmetric building model was characterized by mass eccentricity

equal to about )*F of the model of larger plan dimensionA it was not

designed according to any torsional specification in order to isolate

effects of asymmetry.*The results show a consistent increase in the ma3imum deformations

at the fle3ible edge +G about 6*F with respect to the deformations

observed at the centre of stiffness.


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E00%c" o0 S"%%$ P$a"% S%ar

2a$$ o) %a7'or o0 S"r#c"#r%gale !shish . and aut /arshalata .0


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A+&"rac"

*This paper describes the analysis and design of high-rise steel building

frame with and without $teel plate shear wall +$&$:. In this paperequivalent static analysis is carried out for steel moment resisting

building frame having +0GH storey situated in zone III.

*The analysis of steel plate shear wall and the building are carried out

using $oftware $T!!% &'(.*The main parameters consider in this paper is to compare the seismic

performance of buildings such as bending moment, shear force,

deflection and a3ial force.

*This paper also focused on the effects comes on the steel structure withand without shear wall.


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There are three different $&$: systems

*n-stiffened, thin steel plate shear wall

*$tiffened steel plate shear wall

*omposite concrete steel plate shear wall

*%esign of steel building with and without $&$:s carried out as

per the specification given in I$ ;**- 4**= by using design

software $taad pro.

*'ue to presence of SPS1 total ,eight of steel in building is reduced


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'ue to presence of SPS1 total ,eight of steel in building is reduced

than building ,ithout SPS1s.

*+rom abo2e result it is obser2ed that* due to use of SPS1 in

building there is considerable decrease in 2alue of bending

moment* shear force* deflection and axial forcefor some columnsand also 3uantity of steel is reduced.

*/ence steel building ,ith SPS1s is economical compare to ,ithout

SPS1s.

*'ue to relati2ely small thic4ness of SPS1 compared to reinforced

concrete shear ,alls* from architectural point of 2ie,* steel shear

,all occupy much less space than e3ui2alent reinforced concrete

shear ,all .


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*onclusions

*'esults indicate that steel plate shear walls have a large effect on the

behaviour of frames under earthquake e3citation. In general, steel

plate increase stiffness of the structure.

*%eflection in case of without $&$: is very large J in case of with

$&$: deflection is very less.

*:ith the use of steel shear walls in the buildings, the bendingmoments in the column are reduced.


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ASTRACT


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ASTRACT

*In the present study, a si3 storied steel building has

been modelled and then analysed due to lateralearthquake and wind loading, dead and live load.

*The performance of the same steel building has been

investigated for different types of bracing system

such as concentric +crossed K bracing andeccentric +2-type

* The performance of the building has been evaluated

in terms of lateral storey displacement, storey drift as

well as a3ial force and bending moment incolumns at different storey level

*The main aim of the research work has been to identify the type


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The main aim of the research work has been to identify the type

of bracing which causes minimum storey displacement such

contributes to greater lateral stiffness to the structure.

*#eams and columns have been designed with : steel sections and

each bracing system has been analyzed using 1$$ section. /or

simplification of study same sections has been used for all bracing

systems.

*/or all steel members, E* grade steel has been used. !I$-!$%

method has been followed for member design.


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Co)c$#&'o)

. The concept of using steel bracing is one of the advantageousconcepts which can be

used to strengthen or retrofit the e3isting structures.

4. The lateral storey displacements of the building are

greatly reduced by the use of concentric +K bracing incomparison to eccentric +2 bracing system.

6. #y considering lateral stiffness, the concentric +K bracing

has been found the most suitable one for the steel building

studied under the present study.


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rac') 0or S"%%$ #'$/')&

'r. #brahim +ahdah'amascus ni2ersity


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Moment connection Shear connection


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Concentrically braced

frames

&ccentrically braced frames


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+rac%&

Ha'"am E$%"ra+' , J#&"') D. Mar&a$$

C'7'$ E)')%%r') D%*ar"m%)", A#+#r)U)'7%r&'"6, A#+#r), AL 9, U)'"%/ S"a"%&


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ASTRACT*The objective of this research is to conduct a detailed study on

the impact of #'#s on the catenary action demands in steelframed structures.

*&ush-down analysis of three, five and eight story steel frames

with and without #'#s was carried out.

*The results showed that buckling restrained braced frames had ahigher load carrying capacitycompared to the bare steel frames.

%ifferent #'# placement scenarios and building

*1eights were considered for this study. The #'# placement

scenarios had more impact on the catenary action demands ofthe steel frame compared to the different building heights.


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*Two eight story steel frames were designed using the

commercial software package $!&4*** to obtain the steel

sections.

*The two frames are located in $an /rancisco, alifornia and

were designed for $eismic %esign ategory % with $%E equal

to ).4H;6 and $%) equal to *.H?E).

*The design loads for the frame were determined based on the

*inimum %esign "oads for #uildings and (ther $tructures,!$5


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CONCLUSION*The comparison between the #'# frame and the bare eight story

frame indicated that thebraced frame had a higher load carryingcapacitycompared to the bare steel frame.

*The data also concluded that the side frames in #'# frames resist

more forces compared to the bare steel frame due to the fact that

#'#s increase the lateral stiffness of the side frames.*It was noticed that the change in building height has a significant

impact only on the load carrying capacity of the frames.In

conclusion, the findings of this study highlight the importance of

accounting for the #'#s when calculating the developed catenaryaction forces in the adjacent lateral load resisting systems.

*This will ensure more accurate and efficient design of the overall

structure.


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T% E7a$#a"'o) o0

S"%%$ Fram% S"r#c"#r%&@'" ;'&co%$a&"'cDam*%r&

A$' Ko&ra0"ar


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ASTRACT

*This paper is focused on the advantages of viscoelastic

dampers +25% to be used as energy-absorbing devices

in buildings.

*The properties of 25% are briefly described.

*The analytical studies of the model structures e3hibiting

the structural response reduction due to these viscoelastic

devices are presented.

CONCLUSION


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CONCLUSION

The results of the ma3imum roof displacement for the

intended structures, indicating that the ma3imum story

displacement of the roof for all three structures due to the

added damper can be reduced on average so that

viscoelastic damper can significantly reduce the seismic

responses of structures against earthquakes.


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*D%&') o0 a)/ EB*%r'm%)"a$

R%&%arc o) a N%@ T6*% o0 S"%%$Dam*%r

?a) .T.PP 2a) J.J.PP 2a) ?.Q.P

P C%) H.PP J'a M..PP L' J.P

ASTRACT


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ASTRACT

*The design of and the e3perimental research on a new-invented steel damper applied to seismic resistance of bridge

structure were introduced in this paper.

*The damper, a non-uniform mild steel cylinder, with a set

of accessories, provides comparatively big damping forceand stroke, either bia3ial or unia3ial. Its hysteretic energy

consuming and low-cycle fatigue life were proved through a

series of full-scaled tests.

*/urther discussions were carried out on the design andproperties of the damper as well as the material.

The following requirements are taken into account


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The following requirements are taken into account

*a providing damping force in all directions on the plane

*b most part of the damper yielding simultaneously

*c meeting the demand of the force and stroke*d satisfactory low-cycle fatigue life.

&ush over analyses were carried out with !7$L$

:hen the height, yielding force and displacement of dampers are

determined, steel material can affect the properties of dampers in thefollowing aspects

*The higher the yielding strength, the smaller the diameter of the damper

is, the smaller the ma3imum strain is and the better the low-cycle fatigu

life is, while the less full the hysteresis loop is.*If the steel hardens after yielding, the yielding force increases gradually

and the damper may deform into $ shaped +shown in the picture 6.)

during the reciprocating loading, which can remarkably deteriorate the

lowcycle fatigue life.*


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CONCLUSION

*!pplied to seismic resistance of bridge structure, a new type ofsteel damper with comparatively high requirements of damping

force and stroke was successfully fabricated, together with

satisfactory low-cycle fatigue life.

*$oftening after yieldingsteel material seems to lead to much longerfatigue life than hardening material does.

*#etween the full hysteresis loop and fatigue life, one has to make a

reasonable choice of dampers depending on the requirements of

practical engineering application.


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MULTISTORE- STEELUILDING DESIGN

AD;ANTAGES OF STEEL


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AD;ANTAGES OF STEELUILDINGS

The reasons for using steel frames in the construction of multi-storeybuildings are listed belo,:

*Steel frames are faster to erect compared ,ith reinforced concrete

frames. The a2ailability of the building in a shorter period of time

results in economic ad2antages to the o,ner due to shorter period of

deployment of capital* ,ithout return.

*#n comparison ,ith concrete construction* steel frames are

significantly lighter. This results in 2ery much reduced loads on

foundations.

*The elements of frame,or4 are usually prefabricated in the factoryunder effecti2e 3uality control thus enabling a better product.

*This form of construction results in much reduced time on site

acti2ities* plant* materials and labour* causing little disruption to

normal life of the community* unli4e ,et concrete construction

process.

*The use of steel ma4es possible the creation of large* column-free


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internal spaces. This is of particular ad2antage for open-plan offices

and large auditorium and concert halls.

*The use of steel frame ,hen compared ,ith .C. frame results in

sufficient extra space to accommodate all ser2ice conduits ,ithoutsignificant loss in head room.

*Subse3uent alterations or strengthening of floors are relati2ely easy

in steel frames compared ,ith concrete frames.

*The frame,or4 is not susceptible to delays due to slo, strength gain*

as in concrete construction.

*The material handling capacity re3uired at site in steel construction

is less than prefabricated concrete construction.

*The steel frame construction is more suitable to ,ithstand lateral

loads caused by ,ind or earth3ua4e.

UILDING FLOOR PLAN


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UILDING FLOOR PLAN

C " 0 0$


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Commo) "6*%& o0 0$oor&6&"%m

*The selection of an appropriate flooring in a steel-framed buildingdepends on 2arious factors li4e the loads to be supported* span

length* fire resistance desired* sound and heat transmission* the

li4ely dead ,eight of the floor* the facilities needed for locating the

ser2ices* appearance* maintenance re3uired* time re3uired to

construct* a2ailable depth for the floor etc. The different types of

floors used in steel-framed buildings are as follo,s:

*Concrete slabs supported by open-,eb 5oists

*%ne-,ay and t,o-,ay reinforced concrete slabs supported on steel

beams*Concrete slab and steel beam composite floors

*Profiled dec4ing floors

*Precast concrete slab floors.


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SLENDERNESS RATIO


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SLENDERNESS RATIO*To determine the span of the beams used in the steel

structure* the first step re3uired is finding slenderness ratio. 78(9r)

8 length of the beam

8radius of gyration

Member maxm. slenderness ratio(7)

* Tension member ;

*Compression member 0


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S$%)/%r)%&& ra"'oca$c#$a"'o)

ANAL-SIS STAGE


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ANAL-SIS STAGE

*T,o methods ha2e been adopted for analysing themultistorey steel building

*Substitute fame method for 2ertical loads.

*Portal method for lateral loads such as ,ind and

seismic loads

SUSTITUTE FRAME


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SUSTITUTE FRAMEMETHOD

*igid frame high-rise buildings are highly redundant structures.

The analysis of such frames by con2entional methods such as

moment distribution method or >ane?s method is 2ery lengthy

and time consuming. Thus* approximate methods (such as t,o

cycled moment distribution method) are adopted for theanalysis of rigid frames under gra2ity loading* one of such

methods is Substitute +rame Method.

*Substitute frame method is a short 2ersion of moment

distribution method. %nly t,o cycles are carried out in the

analysis and also only a part of frame is considered for analysingthe moments and shears in the beams and columns


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ASSUMPTIONS

*The assumptions for this method are gi2en belo,:

) Moments transferred from one floor to another floor

are small. /ence* the moments for each floor are

separately calculated.0) &ach floor ,ill be ta4en as connected to columns

abo2e and belo, ,ith their far ends fixed.


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LATERAL LOAD


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LATERAL LOADANAL-SIS

*Multi-storey building frames sub5ected to lateral loads arestatically indeterminate and exact analysis by hand calculation

ta4es much time and effort.

*sing simplifying assumptions* approximate analyses of these

frames yield good estimate of member forces in the frame*

,hich can be used for chec4ing the member si@es. The

follo,ing methods can be employed for lateral load analysis of

rigidly 5ointed frames.

*The Portal method.*The Cantile2er method

*The +actor method


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PORTAL METHOD4


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PORTAL METHODPROCEDURE

The steps in2ol2ed in the analysis of the frame are detailed belo,:

*The hori@ontal shears on each le2el are distributed bet,een the columns

of that floor according to assumption.

*The moment in each column is e3ual to the column shear multiplied by

half the column height according to assumption .*The moments are determined by applying moment e3uilibrium e3uation

to the 5oints that the sum of the moments at any 5oint e3uals the sum of

the column moments at that 5oint. These calculations are easily made by

starting at the upper left 5oint and ,or4ing 5oint by 5oint across to the

right end.*The shear in each member is e3ual to its moment di2ided by half the

girder length. This is according to assumption .

*+inally* the column axial forces are determined by summing up the beam

shears and other axial forces at each 5oint. These calculations again are

easily made by ,or4ing from left to right and from the top floor do,n.

PORTAL METHOD


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PORTAL METHOD

Proc%/#r% 0or /%&')')


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com*o&'"% 0$oor &$a+


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REFERENCES


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REFERENCES

*! case of structural design in which viscous dampers are used toenhance earthquake resistant performance of a building,

Lukihiro tokuda, #eijing

*53perimental verification of the seismic performance of steel

'/9s with compressed elastomer dampers using large scale

real time hybrid simulation, >ames richels,heng chen

*$eismic resistance design of buildings with velocity dependence

passive energy dissipation devices , han tianchyun ,"in

shihsun, "u yunpin

*Testing of passive energy dissipation system, Ian % !iken,

!ndrew wittaker.

*%uctile %etailing of 'einforced oncrete $tructures $ubjected to $eismic


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g j

/orces - ode of &ractice +/irst 'evision of I$ )6@4*

*I77(2!TI25 (''0!T5% $T55" $15!' :!""$ /(' "TI-

$T('L '5$I%57TI!" #I"%I70$, Tipping and #. $tojadinovic

*Influence of $teel &late $hear :all on ultistorey $teel #uilding &undkar

'. , !landkar &.

*$T!T5 (/ T15 !'T %5$I07 (/ $T55" (57T /'!5

#I"%I70$ :IT1 %!&5'$,1.8.iyamoto, !.$. 0ilani and !. :ada

*MM$mart99 #ase Isolation $trategies 5mploying agnetorheological%ampers , 1. LoshiokaA >. . 'amalloA and #. /. $pencer >r.

*%525"(&57T (/ ! 75: #!$5 I$("!TI(7 $L$T5 /('

$5I$I I$("!TI(7 (/ $T55" &!""5T $T('!05 '!8$ 'obert

ichaela, >ames !. ourtwrightb, 5rnie /erroc, !ndre /iliatraultd, &eter

$. 1igginse and !ssawin :anitkorkulf

*5arthquake resistant structures , $.8.%00!"

*! study on Tuned mass damper, T!I&5I T(:5'

*ase studies on seismic behaviour of buildings, &ankaj agarwal


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Ta) 6o#

Documents

DESIGN OF MULTISTOREY STEEL BUILDING