Wind Braces & Tie Runners as Mittigating Elements in Industrial Sheds Against Seismic Forces

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

Wind Braces & Tie Runners as Mittigating Elements in Industrial Sheds Against Seismic Forces

1PG Student ,Dept of Civil Engineering ,Deogiri Institute of Engineering and Management Studies, Aurangabad, 2Assistance professor Dept of civil Engineering,Deogiri Institute of Engineering and Management Studies, Aurangabad, ***

Abstract Incaseoftheseismicloadsomeresearchersof the Canadian Institute of Steel Construction, 2005 evaluated that in the case of seismic activity, the mass of the crane will interact with the mass of the supporting structure,buttheydonotrefertotheinfluenceofthehoist load.Thisresearchstudybasicallydealswiththedynamic performance of the industrial building subjected to the stated forces equipped with gantry cranes of different capacities and integrated with wind braces. The influence of wind braces in reducing the displacements has been studied. The dynamic parameters such as base shear, fundamental time period and the required tonnage has been set as the dominating parameters in deciding the performance.

Key Words: Dynamic Performance, Industrial building , Tie Beams, Wind Braces, Linear Structural Analysiss Stadd Pro

1. INTRODUCTION

The seismic sequences that hit India in the once two decades have caused tremendous damage to the structures. Particularly the Bhuj earthquake of Gujarat state, Killare earthquake in Maharashtra region, has caused expansive damage to the erected terrain. colorful strips in these regions are now characterized by wide artificial belts, with several Reinforced concrete and sword structures numerous of which has been erected after the enforcement of ultramodernanti seismic regulations and the bracket of the point seismicity of the India. In this study the geste of artificial structures under theinfluenceofgantrycraneloadsaswell asthedynamic conditioning due to earthquakes and winds has also been studied.

Thestructurallayoutoftheconsideredartificialstructures is made up of sword stake columns fixed at the base by means of corroborated concrete insulated box footings and by means of acceptable mechanical connections neededtoanchorthefoundationwiththeswordcolumns. The column top ends are projected to the sword rolled raised trusses. The pattern of the stilt rudiments is analogoustothemultiplekingpoststiltrudiments,thetie of which is raised to an extent. The roof cladding is considered to be constituted of galvanised sheeting0.50

mm thick. The roof rudiments utmost of the times simply rest on the main stilt rudiments connected by simple outfit. The cladding on the external side faces constituted of slipup work up to 3m, and galvanised iron sheeting above that up to the top edge. The considered structures weregenerallydesignedforsustainingverticalwindloads, seismic forces, loads convinced by gantry cranes of differentcapacities,andthestaticloads.Theverticalloads generallyconsidered are thosecaused bytheacceleration or retardation of the crane in relation to its movement alongtherunwayray,bytheaccelerationorretardationof the grouser in relation to its movement along the crane ground, by the skewing of the crane in relation to its movement along the runway ray, or by the collision with thebuffers.also,theapproachforthegantrycraneandthe swell forces has also been taken into consideration. It's veritably absorbing that vertical forces at the wheel contact face can be considered up to 10 of the maximum perpendicular wheel cargo which is suggested by numerouscanonsincludingEurolaw1991 3,clause2.5.2. Some of the prominent authors considers this value as reference.Incaseoftheseismiccargosomeexperimenters of the Canadian Institute of Steel Construction, 2005 estimatedthatinthecaseofseismic exertion, the massof the crane will interact with the mass of the supporting structure,buttheydon'trelatetotheinfluenceofthehoist cargo. This exploration study principally deals with the dynamic performance of the artificial structure subordinated to the below pronounced forces equipped with gantry cranes of different capacities and integrated with wind braces. The influence of wind braces in reducing the deportations has been studied. The dynamic parameterssimilarasbaseshear,abecedariantimeperiod andtheneededheftinesshasbeensetasthedominating

1.1 Gantry Crane

Craneisgenerallyaliftingdevice,usedtoelevateorlower loads vertically and to move them horizontally while they arehanged

Agantrycraneis a type of overhead crane that uses legs to support the bridge, trolley, and hoist. These legs travel on along the ground on wheels or ride on rails implanted in the ground. A gantry crane is typically used

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

for outdoor applications or for lifting capability below existingoverheadbridgecranesystem

1.2DIFFERENT

SEISMIC ANALYSIS PROCEDURES.

in near future. On the other hand, if these forces are overestimated it may lead to the provision of sections uneconomical as there was no such force liable to act so largeforwhichthesectionshavebeendesigned.

2. LITERATURE REVIEW

M.Cacho Perez[1]

Fig. 15: Types of Loading

Linear Analysis (it is carried out to dimension the structureandchecktocheck thatitresistsaccording to the established regulations of the technical building code) 

Nonlinear Analysis ( it was performed with the objective of verifying the ultimate Limit State of Stability of the structural elements and of the beams thatwhole 

PushoverAnalysis 

Finite Element Method (modelling and analysis of gantrycrane)

1.3 METHODOLOGY

Buildingstructuresaregenerallysubjectedtotwotypesof loads viz. Static and Dynamic analysis. Static loads are constant while dynamic loads vary concerning time. Dynamic loads can be further subdivided as shown in Fig.15.

Neglectinganyoftheseforcessometimesmaybecomethe causeofdisastrousfailurecausinglossoflifeandproperty especially in case of earthquakes. The recent example of such losses is the Bhuj earthquake of January 26, 2001. Nowadays, as various high rise structures are being constructed, which are compulsory to be properly designed with great care. For proper design of any structure, it is of prime importance to carry out the analysis properly with due care to estimate various loads and forces acting to its actual values. If the loads are underestimated the design would be of thinner sections whichmaynotbeabletowithstandtheforcesliabletoact

Evaluated the ascendancy of using limit state method for the analysis and design of structural steel industrial building of double T type section located in an industrial area of Valladolid (Spain). Firstly, a linear analysis was carried out to dimension the structure and check that it resists according to the established regulations of the TechnicalBuildingCode(CTE)andthenationaladaptation of the Eurocodes (ECs). For the analysis of the structure, the 3D model of slender bar bending (Navier Bernoulli bendingtheory)andthenon uniformtwistorconstrained warping model (Vlasov’s torsion theory) were considered. In the second place, a nonlinear analysis was performed with the objective of verifying the Ultimate Limit State of stability of the structural elements and of the industrial building as a whole. All this without the need to estimate bucklingcoefficientsofeachofthebeamsthatmakeupthe structure, and without the need for important simplifications.

GiovanniFabbrocinoEtAl.[2]

Studiedtheexistingprecastindustrialshedsandbuildings lying in Italy which were constructed during 1950’s to 1970’s some of which were lying within the seismically activated areas vulnerability of which have been studied and elaborated. The pushover analysis was performed for the determination of the seismic capacity of some referenceprecastindustrialbuildings,someopenproblems on the modelling of this structural typology are discussed in the article. Spectral analyses, conditioned by some simplifie

FezayilSunca,MehmetAkkose[3]

This paper basically investigated the effects of semi rigid connections on seismic performance of prefabricated structures.Nonlinearstaticanalyses(pushoveranalysis)of aselectedRCprefabricatedstructurewereperformedwith SAP2000

I. The prefabricated structures cannot be asflexible as the hinged connected structures since they havesemirigidconnections.

II. Comparing the fundamental periods of the selected RC prefabricated structure with uncracked and cracked sections in x and y directions,itwasapparentthatthestiffnessofthe structure increased due to the semi rigid connections.

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

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This paper deals with modelling and analysis of gantry cranewithdifferentmaterialsusingfiniteelementmethod. The crane is lifting machinery, discontinuous movement aimedatraisinganddistributingloadsinspace,suspended fromahook.

The Gantry cranes are one of the most important mechanical components in the heavy weight lifting and loadingintocargos,intotrains,intoheavytruckvehicles, etc. Different types of gantry cranes available in the industriesarecontainercranes,workstationgantrycranes (or) light weight mobile gantry cranes and semi gantry cranes.Thesevaseverityofgantrycranesaredifferedbase.

ShaikKalesha,B.S.S.RatnamalaReddy,DurgaChaitanya[5]

Pre engineered building concept involves pre designed and prefabricated steel building systems. The current constructionapproachcallsforthebestarchitecturallook, highquality&quick construction,cost effective&creative touch.Onehastothinkofalternativebuildingsystemssuch aspre engineeredsteelbuildings.

[3.]Secondly it can also be said that as the gantry crane capacityisdirectlyproportionaltotherateofreductionof displacements. Also, the influence of wind braces on the verticaldeflectionswillnotbeconsiderable.

Validation of Time Period (Sec)

Paper Results Validator Results Percentage Variation

Support Reaction (kN) 128.529 121.931 5.41%

Maximum Displacement (mm) 146.55 122.87 16.15%

Maximum Moment (kN.m) 293x103 261x103 12.62%

[4.]Though there was no much variation in the dynamic parameters of the structure for bare and wind braced frames it can be concluded that there is a huge difference in the structural steel demand of both the frames. Hence thewindbracesmakethestructureseconomicallyfeasible thanthatofthebareframes.

[5. ]In comparison between the wind braces, tie beams and their combinations, wind braces demand lesser tonnage,controlsdeflectioninabetterwayandmakesthe structuremorerigid.Hence,itcanbeconcludedthatwind braces are the most effective and feasible method which canbeusedinindustrialshedsubjectedtodynamicforces Validation

3. CONCLUSIONS

The following conclusions were drawn after the sheds were simulated and analysed for the different gantry and otherloads:

Fromthestructural responseit can be concluded thatthe differencebetweentheinertiaforcesattractedbythebare frames and the structures with wind braces will not be more than 6 8%. Hence it can be concluded that the base shear of bare frames and wind braced frames will be [1.] approximatelysame.

[2.]Theinertiaforcesattracted bythestructure under the influence of wind braces and their combination with tie beams proves to be more effective in repelling the base forces.

As described in the precursory modules this research study was intended to evaluate the performance of industrial steel buildings under the influence of gantry craneloadsadditionallywithwind andseismic loads.The structures were modelled and analysed in the computer aidedanalysisanddesigncodeStaadPro(SS6).Underthis module the validation of the present study has been discussed. For the validation purpose a research paper entitled as, “OPTIMUM DESIGN OF AN INDUSTRIAL WAREHOUSE USING STAAD PRO”, has been considered. The structures analysed under this paper were again modelledin Staad Pro(SS6) soas to validate the range of theresultsgainedfromtheanalysis.Theframessimulated under this paper were analysed for the properties and specificationsconsideredfromtheIndiancodalprovisions (IS 800 2007) and as specified in the article. Following properties and specifications were taken into account for validation.

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

Volume: 09 Issue: 07 | July 2022 www.irjet.net p ISSN: 2395 0072

Properties Considerations

Typeoftruss Howetruss

spanoftruss 25m

Riseoftruss 3.0m

Spacingbetweentwocolumns 5.0m

Heightofcolumn 8.0m

Typeofroofing GISheeting

Numberofframes 6No’s

WeightofGISheet 0.112kN/M2

Weightoffixings 0.025kN/M2

Weightofbracing 0.012kN/M2

Loadoneachpanelpoint 2.35kN

Loadoneachendpanelpoint 1.18kN

Figure1: 3D Extruded View of Validatory Model

Forthepurposeofvalidationasdescribedearlier,thedata given in the validators paper was considered and a fresh simulationofthestructureswereremodelledinStaadPro (SS6). The results of the same has been specified in table 12 and 13. The results were found to be in the range as specified in the research article, hence validation was achieved.

Table 1: System of Simulations

DESIGNATION OF MODEL OPENINGS (%) GANTRY LOAD APPLIED (Tonne)

MODELS WITH WIND BRACES

BF20 2.5 LESSTHAN5 20T

BF20 5.0 GREATER THAN5 20T

BF30 2.5 LESSTHAN5 30T

BF30 5.0 GREATER THAN5 30T

WB20-2.5 LESSTHAN5 20T

WB20 5.0 GREATER THAN5 20T

WB30-2.5 LESSTHAN5 30T

WB30 5.0 GREATER THAN5 30T

MODELS WITH TIE BEAMS & COMBINATIONS

TB20 2.5 LESSTHAN5 20T

TB20 5.0 GREATER THAN5 20T TB30 2.5 LESSTHAN5 30T

TB30 5.0 GREATER THAN5 30T CB20 2.5 LESSTHAN5 20T CB20 5.0 GREATER THAN5 20T

CB30 2.5 LESSTHAN5 30T

CB30 5.0 GREATER THAN5 30

Figure2: 3D Extruded View of WB Models

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

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5. E. Bonamente, M.C. Merico, “Environmental Impact of Industrial Prefabricated Buildings: Carbon and Energy Footprint Analysis Based on an LCA Approach”, Energy Procedia, Elsevier, Volume 61, 2014,PP.2841 2844

6. Fezayil Sunca, Mehmet Akkose, “Seismic Response of a Prefabricated Industrial Structure to Multiple SupportSeismicExcitations”,2ndInternational

7. ConferenceonCivilandEnvironmentalEngineering Symposium,May2017

8. Fangxin Hu, Gang Shi, “Experimental study on seismic behavior of high strength steel frames: Local response”, Engineering Structures, Elsevier, Volume229,2021,PP.151 162.

9. Dr. M. Sri Ramamurthy, B.N. Nagababu, “Modelling and Analysis of Gantry crane with Different Materials Using FEM”, International Journal of Scientific Development and Research IJSDR, Volume4,Issue1,January 2019.PP 229 239

10. Jae YuelOh,DeuckHangLee,“FlexuralBehaviourof Prestressed Steel Concrete Composite Members with Discontinuous Webs”, Advances in Materials ScienceandEngineering,Volume2015,May2015

Figure 4: 3D Extruded View of CB

REFERENCES

Models

1. M. Cacho Perez, “Design and analysis of an industrial steel building. Limit states, stability check”,ProcediaEngineering,Elsevier,Volume153, 2017,PP.342 353.

2. Giovanni Fabbrocino, Gennaro Mugliulo, “Seismic assessment of existing precast industrial buildings using static and dynamic nonlinear analyses”, Engineering Structures, Elsevier, Volume 30, 2008, PP.2580 2588.

3. Mehmet Akkose, Fezayil Sunca, Alperen Turkay, “Pushoveranalysisofprefabricatedstructureswith various partially fixity rates”, Earthquakes and Structures,Volume14,2018.PP.21 32

4. Andrea Belleri, Simone Labo, “Design of diagrid exoskeletons for the retrofit of existing Industrial buildings”,EngineeringStructures,Elsevier,Volume 220,October2020,PP.1188