Comparative Study of Ferrocement Panels Under Blast Loading by Finite Element Method Analysis

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

Volume: 09 Issue: 06 | June 2022 www.irjet.net p ISSN: 2395 0072

Comparative Study of Ferrocement Panels Under Blast Loading by Finite Element Method Analysis

Mrs. Dhanashree Patil is currently pursuing master’s degree program in Structural engineering in School of Civil Engineering, Sandip University, Nashik, India. Dr. Sachin Mulay, Professor, Department of Structural Engineering, Sandip University, Nashik, India ***

Abstract The expanded count of terrorist attacks for the most part over the most recent couple of time has demonstrated that impact of Blast loads on structures is a genuine issue which we ought to be considered during configuration procedure of structures in spite of the fact that these sorts of terrorist strikes areextraordinarycasesmadeby man dynamic loads i.e. Blast loads are really needed to calculate with great attention just like windandseismicloads. Also, the investigation of behavior of ferrocement composites under Blast loading that are utilized as lasting formwork in conventional reinforced concrete structures is introduced in this report. Single ferrocement panel specimens are tested experimentally and analytically under Blast load and also the load deflection behavior is then studied.

The main aim of this research is to compare the behavior of the ferrocement concrete Blast loading. In this research the Ferrocement panel with layered mesh modelled in ANSYS Workbench.

The panels with different sizing are tested analytically under blast loading in ANSYS Workbench and compared behavior of ferrocement panels.

Key Words: Ferrocement, Blast resistant design, blast waves, explosive effect, finite element method.

1. INTRODUCTION

Themainaimofthisresearchistostudythebehaviorofthe ferrocementconcreteunderBlastloadingandstudyofBlast resistance of ferrocement concrete in comparison with normal concrete. Blasts and types of Blasts have been explainedinbrieffirstly.Furthermore,thenormalpartsof Blast procedure had displayed to explain the impacts of Blastsonstructures.Toobtainasuperiorcomprehensionof BlastsandattributesofBlastswillempowerustomakeBlast safestructureplanningandconsiderablyextraproductively. Fundamentalmethodsforexpandingthelimitofastructure to give protection from the dangerous impacts is talked about both with a planning and designing methodology. Harm to the peoples, deaths and social frenzy are aspects thatmustbelimitedifthedangerofbomberactivitycan'tbe ceased. Planning and design of the structures to be completely bang safe is certifiably not a reasonable and

affordable alternative, present time designing and engineering learning can improve the new as well as old edificestoreducetheeffectsofanBlast

2. AIM

➢Toanalyzebehaviorofferrocementcompositesunderthe blastloadingbyusingFiniteElementMethod

3. OBJECTIVES

➢ Tostudythebehaviortheferrocementpanelsundergoing blastloading.

➢ Comparative study of ferrocement panels with varying thicknessagainstblastloading.

4. METHODOLOGY

Table 1: MaterialProperties(adoptedforFerrocement PanelModelingofsize600mmx600mmx18mm(2Layer ofMeshes))

Property Mortar WeldedMesh Compressive strength [N/mm2] (experimentaldata)

Young’smodulus(E) [N/mm2] (theoreticaldata)

53 1.2 mm diameter 15 mm ×15 mm Spacing

2000 1.3×10^5N/mm2

Poisson’s ratio μ (theoreticaldata) 0.11 0.3

Density[kg/m3] (theoreticaldata) 2080 7850

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

Volume: 09 Issue: 06 | June 2022 www.irjet.net p ISSN: 2395 0072

5. MODELLING IN ANSYS

5.1MODELLINGOFFERROCEMENTPANELS

Kinney [10] presents a formulation that [10] is based on chemicaltypeBlasts.Itisdescribedbyfollowingequation and has been used extensively for computer calculation purposes.

Fig 1(a)Slab

Fig 1(b)Mesh

5.2 DEFINITION OF BLAST LOAD

Ablastisaquickreleaseofpotentialenergydescribedbya splendidflashdischargedasacapableofbeingheardblast. Some portion of energy is discharged as warm radiation streakandasectioniscoupledintotheairasairimpactand into the soil ground as ground shocks both as radially expandingshockwaves.

Calculation of Peak Overpressure: EquivalentofTNT 100g ScaledDistance

WhereZ(m/kg1/3)isthescaleddistance,EquationandP0is theambientpressure.

5.3 ANSYS

5.3.1 ANSYS INC

Table3.BlastPressurefor100TNTcharge

Sr. No. Stand off Distanceincm ScaledDistance (Z) Pressure (KN/mm2) 1 20,25and30 4.25 6.122

Fig.2FerrocementPanel

5.3.2 MODELING IN ANSYS OF FERROCEMENT PANLES UNDER BLAST LOADING

Where,Risthedistancefromthepointofinterest(m)tothe detonationsourceandWistheweight(moreabsolutely:the mass)oftheexplosive(Tons).

For20cmStandoffDistance, Z= 4.25m

Fig.3AddingmaterialinAnsys

6.7 Ferrocement Panel Results for 2 Layered wired Mesh And 18mm Thickness.

Table4.FerrocementPanelResults2 LayeredwiredMesh And18mmThickness.

Result Ferrocement Panel Standoff distance 20 25 30

TOTAL DEFORMATION inmm

22.446 14.817 10.243

EQUIVALENT STRESSMPa 561.79 282.64 142.56 EQUIVALENT ELASTIC STRAIN

0.0087 0.00942 0.00475

6.8 Ferrocement Panel Results for 3-Layered wired Mesh And 25mm Thickness

Table 5FerrocementPanelResultsfor3 Layeredwired MeshAnd25mmThickness.

Result Ferrocement Panel Standoff distance 20 25 30

TOTAL DEFORMATION inmm

18.199 11.927 8.2366

EQUIVALENT STRESSMPa 852.04 532.6 355.57

EQUIVALENT ELASTIC STRAIN

0.0284 0.0177 0.0118

7 CONCLUSIONS



It is observed that total deformation for ferrocement panelwith18mmthicknessisaverage23.98%greater than deformation in 25 mm thickness ferrocement panel.

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Equivalentstressesdevelopedinferrocementpanels25 mm thickness are nearly 46.97 % more than stresses developedin18mmthicknessferrocementpanel.

Equivalent Elastic Strain developed in ferrocement panels25mmthicknessarenearly58.63%morethan stresses developed in 18mm thickness ferrocement panel.

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

The proposed methodology can be used for improvementindesigncriteriaforferrocementorother concrete composite elements subjected to air Blast loads.

ForlongerStand Offdistancebothpanelswith25mm thicknessaremoredurableandprovidegoodresistance toBlastascomparedto18mmthicknesspanels,sofrom designpointofview25mmthickferrocementpanelis preferred.



In case of edifices which possess greater threat of occurrence of Blast, ferrocement panels with more thickness and a greater number of wire meshes is recommended.

ACKNOWLEDGMENT

Withdeepsenseofgratitude,iwouldliketothanksallthe peoplewhohavelitmypathwiththeirkindguidance.Iam verygratefultotheseintellectualswhodidtheirbesttohelp duringmyprojectplanningwork.Itismyproudprivilegeto expressdeepsenseofgratitudetoProf.Dr.A.S.Maheshwari, Associate Dean of SOET, Sandip University Nashik, for his comments and kind permission to complete this project planning work. We remain indebted to Prof. DR. Sachin Mulay, Civil Department for her timely suggestion and valuable guidance. The special gratitude goes to project guide, staff members and technical staff members of Civil Department for their excellent and precious guidance in completionofthiswork.

REFERENCES

1. ANSYS AUTODYN User Manual (2007), Version 16.0, Concord(CA,USA)CenturyDynamics,p.528

2. IS 4991 (1968), Criteria for blast resistant design of structuresforexplosionsaboveground.,BIS,India

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

Volume: 09 Issue: 06 | June 2022 www.irjet.net p ISSN: 2395 0072

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