Comparative Study of Ferrocement Panels Under Blast Loading by Finite Element Method Analysis
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This document analyzes the behavior of ferrocement panels under blast loading using finite element analysis in ANSYS. Ferrocement panels with 2-layer and 3-layer mesh configurations and thicknesses of 18mm and 25mm were modeled and subjected to blast loads at varying standoff distances. The results found that panels with greater thickness and mesh layers experienced less deformation and stress under blast loads. Specifically, the 25mm thick 3-layer panel showed 46% less deformation and 58% less strain compared to the 18mm thick 2-layer panel. Therefore, thicker ferrocement panels with more mesh layers provide better blast resistance and should be used for structures at high risk of explosions.
![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
© 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2193
Comparative Study of Ferrocement Panels Under Blast Loading by
Finite Element Method Analysis
Dhanashree Patil, Dr. Sachin Mulay
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 areextraordinarycasesmade by
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
The main aim of this research is to study the behavior of the
ferrocement concrete under Blast loading and study of Blast
resistance of ferrocement concrete in comparison with
normal concrete. Blasts and types of Blasts have been
explained in brief firstly. Furthermore, the normal parts of
Blast procedure had displayed to explain the impacts of
Blasts on structures. To obtain a superior comprehension of
Blasts and attributes of Blasts will empowerustomakeBlast
safe structure planning and considerablyextra productively.
Fundamental methods for expanding the limit of a structure
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
that must be limited if the danger of bomber activity can'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
edifices to reduce the effects of an Blast.
2. AIM
➢To analyze behavior of ferrocement compositesunder the
blast loading by using Finite Element Method
3. OBJECTIVES
➢ To study the behavior the ferrocementpanelsundergoing
blast loading.
➢ Comparative study of ferrocement panels with varying
thickness against blast loading.
4. METHODOLOGY
Table-1: Material Properties (adopted for Ferrocement
Panel Modeling of size 600mm x 600mm x 18mm (2 Layer
of Meshes))
Property Mortar Welded Mesh
Compressive
strength [N/mm2]
(experimental data)
53 1.2 mm diameter
15 mm ×15 mm
Spacing
Young’s modulus(E)
[N/mm2]
(theoretical data)
2000 1.3×10^5N/mm2
Poisson’s ratio μ
(theoretical data)
0.11 0.3
Density[kg/m3]
(theoretical data)
2080 7850](https://image.slidesharecdn.com/irjet-v9i6408-221017055617-87382509/85/Comparative-Study-of-Ferrocement-Panels-Under-Blast-Loading-by-Finite-Element-Method-Analysis-1-320.jpg)
![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
© 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2194
5. MODELLING IN ANSYS
5.1 MODELLING OF FERROCEMENT PANELS
Fig-1(a) Slab
Fig-1(b) Mesh
5.2 DEFINITION OF BLAST LOAD
A blast is a quick release of potential energy described by a
splendid flash discharged as a capable of being heard blast.
Some portion of energy is discharged as warm radiation
streak and a section is coupled into the air as air impact and
into the soil ground as ground shocks both as radially
expanding shock waves.
Calculation of Peak Overpressure:
Equivalent of TNT- 100 g
Scaled Distance
Where, R is the distance from the point of interest (m) to the
detonation source and W is the weight (more absolutely:the
mass) of the explosive (Tons).
For 20 cm Standoff Distance, Z= 4.25m
Kinney [10] presents a formulation that [10] is based on
chemical type Blasts. It is described by following equation
and has been used extensively for computer calculation
purposes.
Where Z(m/kg1/3) is the scaled distance,EquationandP0is
the ambient pressure.
5.3 ANSYS
5.3.1 ANSYS INC
Table 3. Blast Pressure for 100TNT charge
Sr.
No.
Stand-off
Distance in cm
Scaled Distance
(Z)
Pressure
(KN/mm2)
1 20,25 and 30 4.25 6.122
Fig. 2 Ferrocement Panel
5.3.2 MODELING IN ANSYS OF FERROCEMENT PANLES
UNDER BLAST LOADING
Fig. 3 Adding material in Ansys](https://image.slidesharecdn.com/irjet-v9i6408-221017055617-87382509/85/Comparative-Study-of-Ferrocement-Panels-Under-Blast-Loading-by-Finite-Element-Method-Analysis-2-320.jpg)
Comparative Study of Ferrocement Panels Under Blast Loading by Finite Element Method Analysis
- 1. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2193 Comparative Study of Ferrocement Panels Under Blast Loading by Finite Element Method Analysis Dhanashree Patil, Dr. Sachin Mulay 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 areextraordinarycasesmade by 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 The main aim of this research is to study the behavior of the ferrocement concrete under Blast loading and study of Blast resistance of ferrocement concrete in comparison with normal concrete. Blasts and types of Blasts have been explained in brief firstly. Furthermore, the normal parts of Blast procedure had displayed to explain the impacts of Blasts on structures. To obtain a superior comprehension of Blasts and attributes of Blasts will empowerustomakeBlast safe structure planning and considerablyextra productively. Fundamental methods for expanding the limit of a structure 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 that must be limited if the danger of bomber activity can'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 edifices to reduce the effects of an Blast. 2. AIM ➢To analyze behavior of ferrocement compositesunder the blast loading by using Finite Element Method 3. OBJECTIVES ➢ To study the behavior the ferrocementpanelsundergoing blast loading. ➢ Comparative study of ferrocement panels with varying thickness against blast loading. 4. METHODOLOGY Table-1: Material Properties (adopted for Ferrocement Panel Modeling of size 600mm x 600mm x 18mm (2 Layer of Meshes)) Property Mortar Welded Mesh Compressive strength [N/mm2] (experimental data) 53 1.2 mm diameter 15 mm ×15 mm Spacing Young’s modulus(E) [N/mm2] (theoretical data) 2000 1.3×10^5N/mm2 Poisson’s ratio μ (theoretical data) 0.11 0.3 Density[kg/m3] (theoretical data) 2080 7850
- 2. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2194 5. MODELLING IN ANSYS 5.1 MODELLING OF FERROCEMENT PANELS Fig-1(a) Slab Fig-1(b) Mesh 5.2 DEFINITION OF BLAST LOAD A blast is a quick release of potential energy described by a splendid flash discharged as a capable of being heard blast. Some portion of energy is discharged as warm radiation streak and a section is coupled into the air as air impact and into the soil ground as ground shocks both as radially expanding shock waves. Calculation of Peak Overpressure: Equivalent of TNT- 100 g Scaled Distance Where, R is the distance from the point of interest (m) to the detonation source and W is the weight (more absolutely:the mass) of the explosive (Tons). For 20 cm Standoff Distance, Z= 4.25m Kinney [10] presents a formulation that [10] is based on chemical type Blasts. It is described by following equation and has been used extensively for computer calculation purposes. Where Z(m/kg1/3) is the scaled distance,EquationandP0is the ambient pressure. 5.3 ANSYS 5.3.1 ANSYS INC Table 3. Blast Pressure for 100TNT charge Sr. No. Stand-off Distance in cm Scaled Distance (Z) Pressure (KN/mm2) 1 20,25 and 30 4.25 6.122 Fig. 2 Ferrocement Panel 5.3.2 MODELING IN ANSYS OF FERROCEMENT PANLES UNDER BLAST LOADING Fig. 3 Adding material in Ansys
- 3. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2195 Fig. 4 Modelling of ferrocement panels in Ansys Fig. 5 Meshing Ferrocement Panel Fig.6 Preparation Applying Pressure on Ferrocement Panel 6 RESULTS 6.1 Ferrocement Panel With 2-Layered wired Mesh And 18mm Thickness with standoff distance of 20cm. 6.1.1 Total Deformation Fig. 7 Total Deformation 6.1.2 Equivalent Stress- Fig. 8 Equivalent Stress 6.1.3 Equivalent Elastic Strain- Fig. 9 Equivalent Elastic Strain
- 4. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2196 6.2 Ferrocement Panel With 2-Layered wired Mesh And 18mm Thickness with standoff distance of 25cm. 6.2.1 Total Deformation Fig. 10 Total Deformation 6.2.2 Equivalent Stress Fig. 11 Equivalent Stress 6.2.3 Equivalent Elastic Strain- Fig. 12 Equivalent Elastic Strain 6.3 Ferrocement Panel With 2-Layered wired Mesh And 18mm Thickness with standoff distance of 30cm 6.3.1 Total Deformation Fig. 13 Total Deformation 6.3.2 Equivalent Stress Fig. 14 Equivalent Stress 6.3.3 Equivalent Elastic Strain- Fig. 15 Equivalent Elastic Strain
- 5. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2197 6.4 Ferrocement Panel With 3-Layered wired Mesh And 25mm Thickness with standoff distance of 20cm: 6.4.1 Total Deformation Fig. 16 Total Deformation 6.4.2 Equivalent Stress- Fig. 17 Equivalent Stress 6.4.3 Equivalent Elastic Strain- Fig. 18 Equivalent Elastic Strain 6.5 Ferrocement Panel With 3-Layered wired Mesh And 25mm Thickness with standoff distance of 25cm: 6.5.1 Total Deformation Fig. 19 Total Deformation 6.5.2 Equivalent Stress- Fig. 20 Equivalent Stress 6.5.3 Equivalent Elastic Strain- Fig. 21 Equivalent Elastic Strain
- 6. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2198 6.6 Ferrocement Panel With 3-Layered wired Mesh And 25mm Thickness with standoff distance of 30cm: 6.6.1 Total Deformation Fig. 22 Total Deformation 6.6.2 Equivalent Stress- Fig. 23 Equivalent Stress 6.6.3 Equivalent Elastic Strain- Fig. 24 Equivalent Elastic Strain 6.7 FerrocementPanelResultsfor2-LayeredwiredMesh And 18mm Thickness. Table 4. Ferrocement Panel Results 2-Layered wired Mesh And 18mm Thickness. Result Ferrocement Panel Standoff distance 20 25 30 TOTAL DEFORMATION in mm 22.446 14.817 10.243 EQUIVALENT STRESS MPa 561.79 282.64 142.56 EQUIVALENT ELASTIC STRAIN 0.0087 0.00942 0.00475 6.8 FerrocementPanelResultsfor3-LayeredwiredMesh And 25mm Thickness. Table-5 Ferrocement Panel Results for 3-Layered wired Mesh And 25mm Thickness. Result Ferrocement Panel Standoff distance 20 25 30 TOTAL DEFORMATION in mm 18.199 11.927 8.2366 EQUIVALENT STRESS MPa 852.04 532.6 355.57 EQUIVALENT ELASTIC STRAIN 0.0284 0.0177 0.0118
- 7. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2199 TOTAL DEFORMATION Graph 6.1 Total Deformation for Various Standoff Distances EQUIVALENT STRESS Graph 6.2 Equivalent Stress for Various Standoff Distances EQUIVALENT STRAIN Graph 6.3 Equivalent Strain for Various Standoff Distances 7 CONCLUSIONS It is observed that total deformation for ferrocement panel with 18 mm thickness is average 23.98% greater than deformation in 25 mm thickness ferrocement panel. Equivalent stresses developed in ferrocementpanels25 mm thickness are nearly 46.97 % more than stresses developed in 18mm thickness ferrocement panel. Equivalent Elastic Strain developed in ferrocement panels 25 mm thickness are nearly 58.63% more than stresses developed in 18mm thickness ferrocement panel. The proposed methodology can be used for improvement in design criteria forferrocementorother concrete composite elements subjected to air Blast loads. For longer Stand-Off distance both panels with 25mm thickness are more durable and providegoodresistance to Blast as compared to 18 mm thicknesspanels,sofrom design point of view 25 mm thick ferrocement panel is 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 With deep sense of gratitude, i would like to thanks all the people who have lit my path with their kind guidance. I am very grateful to these intellectuals who did their best to help during my project planning work. It is my proud privilege to express deep sense of gratitude to Prof.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 completion of this work. REFERENCES 1. ANSYS AUTODYN User Manual (2007), Version 16.0, Concord (CA, USA) Century Dynamics, p. 528 2. IS 4991 (1968), Criteria for blast resistant design of structures for explosions above ground., BIS, India
- 8. 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 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2200 3. U.S. Army COE (USACE). (1990). “Structures to resist the effects of accidental explosions.” TM 5-1300, Dept. of the Army, Washington, DC. 4.Unified Facilities Criteria (UFC 3-340-02), (2008), “Structures to Resist the Effects of Accidental Explosions”. 5.Alok Goyal, “Blast resistant design: Critical issues, proceedings of the sixth structural engineering convection”, pp IPXI-1-10, Dec 2008 6. Ray Singh Meena, BE thesis report, National Institute of Technology, Rourkela (2009). 7. P.B. Sakthivel, “Ferrocement construction technology and its application-A Review”, The International Conference on Structural Engineering, Construction and Management at Kandy, Sri Lanka on December 15-17,2011, pp 2-12 8. M. Saleem, “Flexural Behavior of Ferrocement Sandwich panels”, Cement Concrete Composites, Jan-1991pp 21 9. A. Jagannathan “Study of flexural behavior of ferrocement slab reinforced with PVC coated weld mesh” IJERD, Vol-1, July-2012, pp 50-57 10. R. Phalke “Flexural BehaviourofFerrocementSlabpanels using welded square mesh by incorporating steel fibers” IJRET, Vol-3, May-2014, pp 756- 763. 11.Kinney G, Graham K (1985) Explosive shocks in air. Springer, New York 12. Ray Singh Meena, BE thesis report, National Institute of Technology, Rourkela (2009). 13. Mir. M. Ali, “Protectivedesignofconcretebuildingsunder blast loading” submitted to School of Architecture, Structures Division, University of Illinois at Urbana- Champaign, USA