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International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072
© 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 742
STUDY THE EFFECT OF RESPONSE REDUCTION FACTOR ON
RC FRAMED STRUCTURE
Atul B.Pujari1, Swarupa Nawale2
1. Professor, Department of Civil Engineering, KJEI’s KJ College of Engineering & Management Research, Pune,
Maharashtra, India.
2. PG Student, Department of Civil Engineering, KJEI’s KJ College of Engineering & Management Research, Pune,
Maharashtra, India.
--------------------------------------------------------------------***----------------------------------------------------------------------
Abstract: An important consideration in the design of
structures is seismic analysis. In seismic design, the strength
and ductility of frame members depend on the reduction
factor (R). In this plan, different heights of our frame
structure in the fourth area conditions were considered. The
primary purpose of this study is to calculate the response
reduction coefficient values obtained from the RC frame
design. The results were interpreted using nonlinear analysis.
ETABS software was used to analyze the nonlinear behavior
of the samples. Therefore, thisstudyattemptedtoevaluatethe
adequacy of the rule-based "R" factor in the seismic
evaluation of structural design using nonlinear dynamic
analysis (NLD). The results clearly show the effect of
structural changes on ductility and strength values. It is
distinctly seen that the 'R' value written by the code for a
particular type of model indicates that importance should be
given to the error and adequate prediction. In this we studied
the different response reduction coefficientsareusedtodefine
models with different processestoobtainthemosteconomical
and stable models. And examining the influence of behavior
factor on changes in displacement and drift of structure.
Key Words: dynamic analysis1, extreme strength 2,
impact ductility3, seismic response analysis 4.
1. INTRODUCTION
While there are many natural disasters in the world,
earthquakes are one of the worst and can have a
significant impact on trade and business. Therefore, in
recent years, earthquake engineering has been
established as a branch of engineering related to
earthquake prediction. years. Most seismic design rules
for buildings consider and assume the nonlinear
response of earthquake-exposed objects in terms of
seismic intensity. Measure the seismic force required in
the structure and then develop a design process to
ensure the structure can withstand this force.
Durability is a key factor in the seismic design of most
structures. The reduced response factor provides an
easy-to-understand view and plays a crucial role in
seismic design. The negative response of the model is
not included in the design process, but its impact is
considered using a reduction called the reduction factor
(R). In seismic design, the seismic coefficient method
uses the R factor to reduce the base shear force to
obtain the external design. We know that actual seismic
forces are greater than the models were designed for.
The structure cannot be built according to the
importance of the earthquake intensity because the
construction costs will be too high. The actual intensity
of the earthquake is reduced by a factor called R factor.
The method for determining the reduction factor (R)
varies from code to code. The value of the reduced
response reduction factor in the IS code variesfrom 3 to
5. IS 1893 2016 (Part I) depends on the type of moment
resisting frame (OMRF), specific moment resisting
frame (SMRF) and moment resisting frame with actual
mean resistance (IMRF). Most previous work in this
field has focused on finding the ductility and super
strength components in response to the reduction
coefficient.
Response reduction coefficient: -
Reaction reduction coefficient,R, representsthe ratio of
the maximum external force to the lateral force carried
when the structure is elastic. Last build. In general,
response reduction points are expressed as a function
of various structural parameters such as strength,
ductility, damping and redundancy.
Where "Rs" is the strength coefficient, "Rr" is the
hardness coefficient and "Rμ" is the ductility coefficient.
1.1 Strength Factor (Rs):
The strength factor is calculated as the ratio of the
maximum base shear force (Vo) obtained from the
pushover curve to the base shear force (Vb) of the
structure.
International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072
© 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 743
Where,
Where, W = total weight of the building.
R = response reduction value.
I = important.
1.2 Coefficient of ductility (Rμ):
In seismic design, the term "ductility" is used toindicate
structure's capacity to withstand significant cyclic
deformations in the inelastic range without reducing
strength.
Coefficient of ductility = maximum elasticity / yield
strength
1.3 Redundancy factor (Rr)
The redundancy factor depends on the number of
vertical lines involved in the earthquake. The fact that a
part of a sample is removed does not mean that the
entire sample is removed. Therefore, load distribution
provides additional safety due to the repetition of the
structure. The redundancy factor is assumed to be 1 in
this study.
1.4 Damping coefficient (Rxi):
Since no damper was used in this research, the damping
coefficient was assumed to be equal to 1.
Ferraioli [1] he studied the behavior factor for RC
framed structure of 3,5,7 & 9 Storey height, For
investigating he used the relationship between code
prescribed value and calculated value of behavior
factor. Thomas and Trezos [2] they attempted to study
the behavior factor of various buildings considering the
random character of their characteristic Elnashai,
Broderick [3] they selected the response criteria and
earthquake ground motions in a companion study and
are applied to the evaluation of the actual behavior
factor of a number of movement registering composite
frame designed to the requirements of the structural
eurocodes.. Toby, Kottuppill,[4] they studied Evaluation
of response reduction points using nonlinear analysis.
Parsaci and K Rama [5] this paper has studed the
influence of location of laterial force registering system
on the response reduction factor R, ductility and plastic
hinge status at performance point of the RC building.
Mondal, Ghosh, Reddy, [6] This paper carried out
research work focusing estimation of actual R values for
realistic RC movement registering frame building
design and Performance-based analysis of response
mitigation members of ductile RC frames. Ferraioli,
Lavino, and Mandara [7] they investigated the behavior
factor i.e. related to the non-linear dynamic response
with simplified linear design response of movement
registering frames. Han and Jee [8] they performed
Seismic Performance of Normal and Medium Flexural
Strength Concrete Columns in Frames. Sunagar and
Shivananda [9] This paper carried out studies
investigation lateral load carrying capacity of RC frame
and analysis of response modification factor for
individual frames. Anwaruddin, Akberuddin,
Zameeruddin and Saleemuddin [10] this paper carried
out another study on Pushback analysis of mid-rise
multi-storey RCC frame with and without vertical
irregularities using ETabs software. IS 13920 [11] Code
of Practice for Ductility Detailing of Reinforced
Concrete Structures Subject to Seismic Forces,1993. IS
456 [12] “Indian standard code of practice for general
and reinforced concrete.” Bureau of Indian Standards,
New Delhi, 2000. IS 1893 (Part I) [13] “Standards for
seismic design of structures.”
2. ANALYSIS PROCEDURES
By reviewing the previous literature, the effect of the
reduction coefficient on the reinforced concrete frame
structure was examined.
1. For the standard model, the floor height for each floor of
5x4m length is 3m. Three models will be created with
different response reduction coefficients R1 R2 R3 R4 R5
depending on the number of layers.
2. Define the properties of the frame structure and use E-
tabs software to create the structure. Several types of
loading are considered in the analysis. For static behavior,
dead load of the building is taken into consideration as per
IS 875 Part Iand live load as per IS 875 Part III. 1893:2016
for Seismic Loading, IS456: 2000 for Reinforced Concrete
Structures
3. The three-dimensional reinforcedconcretestructuresof
floors G+4, G+8 and G+12 was analyzed using response
spectrum analysis in E-tabs software. This evaluation
includes the building's floor change, floor interactions,
floor intersections, etc. focuses on learning how to analyze
its structure.
4.Compare the analysis results of differentresponsesinR1
R2 R3 R4 R5. Cover layer movement, displacement, and
shear forces to shape the building symmetrically.
3. MODEL FEATURES
This research considers three RC frames with the same
number of compartments butdifferent floors.Four-storey,
eight-storey, twelve-storey models are designed for R =
1,2,3,4,5. The height of each floor is 3m, the building's
overall width in the X direction is 20m, the bay window
width is 5m, the total width in the Y direction is 12m, the
International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072
© 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 744
total width is 4m.M-25qualityconcreteandFe-500quality
steel bars are used in all models in this study. For example,
the floor thickness is 150 mm, the wall thickness is 230
mm, and the height is 3 m, the parapet height is 1.2 m and
the thickness is 230 mm. Dead load is distributed as per IS
875 (Part 1) 12 and live load is distributed as per IS 875
(Part 2) 3. Seismic loads are calculated as per IS 1893
2016. Assumed seismic load zone IV, intermediate ground
conditions, OMRF, R = 1.3, SMRF, R = 5, damping 5%,
critical factor 1.
Fig.-1: G+4 STORY BUILDING MODEL.
Fig.-2: G+8 STORY BUILDING MODEL.
Fig.- 3: G+12 STORY BUILDING MODEL
4. RESULTS AND DISCUSSION
In this study, RCC G+4, G+8, G+ 12-storey buildings were
analyzed from the response spectrum using reduced
response (i.e., from 1 to 5) for magnitude III earthquakes.
The effect of R on RCC samples at heights G+4, G+8andG+12
was obtained through the design and analysis of each model
in ETABS. Compare soft tissue and response (including
displacement, compression, and basal shear) for R = 1 to R =
5.
4.1 Dynamic Analysis Method
Table-1 G+4 story building Displacement Results for
different Response Reductions Factor.
TABLE: Story Response
Story Elevation (m) R=1 R=2 R=3 R=4 R=5
Base 0 0 0 0 0 0
GF 3 12 3.85 2.27 2.23 1.6
1 6 28.01 10 6.2 4.81 4
2 9 44 15 10 7.25 6
3 12 55.75 18.75 12.35 9.4 7.5
4 15 61.03 21.6 13.75 10.7 8.2
Fig.4 G+4 story building Displacement Results for
different Response Reductions factor
Comparing the displacement result of G+4 story building for
response reduction factor 1, 2, 3, 4 & 5. Results indicate
variation of displacement is 2.5%, 3.05%, 7.85% and 38%
displacement are increased as compared to 5 factor.
International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072
© 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 745
Table-2 G+4 story building Drift Results for different
Response Reductions Factor
TABLE: Story Response
Story
Elevation
(m)
R=1 R=2 R=3 R=4 R=5
Base 0 0 0 0 0 0
GF 3 3.9 1.3 0.9 0.68 0.55
1 6 5.7 1.9 1.29 0.98 0.79
2 9 4.9 1.7 1.12 0.85 0.68
3 3 3.8 1.3 0.84 0.64 0.51
4 6 1.9 0.63 0.45 0.33 0.26
Fig.5 G+4 story building Drift Results for different
Response Reductions.
The change in % difference for drift results shows 1.27%,
0.18%, 0.12%, 0.07% for the value of R=1to R=5.
Table-3 G+4 story Shear Results for different Response
Reductions Factor.
TABLE: Story Response
Story
Elevation
(m)
R=1 R=2 R=3 R=4 R=5
Base 0 0 0 0 0 0
GF 3 1500 510 340 255 206.5
1 6 1390 478 310 238 187.5
2 9 1170 388 260 195 152
3 3 790 270 180 135 112
4 6 320 120 78 58 48
Fig.6 G+4 story shear Results for different Response
Reductions.
Analysis of G+4 story building in responsespectrummethod,
Story stiffness is 50%, 34%, 25%, 19.67% in different
response reduction factor. i.e., 1, 2, 3, 4, 5. hence structure
shows maximum stiffness in response factor 1, 2.
5. CONCLUSIONS
1. Comparing the displacement results for G+4, G+8, G+12
story building in different response reductions factor i.e.,
1,2,3,4 & 5 results indicate that variations of displacement
are increased as response Reductions factor decreases. So,
for 3 to 5 response reduction factor performance is better.
2. Drift is decreased with proportional to response
reductions factor, i.e., 1, 2, 3, 4 & 5 hence structure show
linear behaviors in response reductions factor 3, 4 &5. And
response reductions factor 1 & 2 show nonlinear behaviors.
Hence structure shows satisfactory performance in
Response reductions factor 3, 4 & 5.
3. The displacement is increased as compared to height, but
percentage variations are same in all different height of
structure.
4.Analysis of RCCbuildingwithdifferent responsereductions
factor for different height structure G+5, G+7 and G+9 story,
R factor is decreased with proportional toincreasedheightof
structure and response reductions factors 3 & 5 show
satisfactory performance in pushover analysis.
6. REFERENCES
[1] Massimiliano Ferraioli, “Behavior Factor of Ductile
Code- Designed Reinforced Concrete Frames”, Hindawi
Advances in Civil Engineering, 2021.
https://www.hindawi.com/journals/ace/2021/6666687/
International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072
© 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 746
[2] G. C. Thomos& C. G. Trezos, “Behavior Factor of RC
Structures: A Probabilistic Approach”,Transactionson The
Built Environment, Vol 81, 2005.
https://www.witpress.com/Secure/elibrary/papers/ERES0
5/ERES05068FU.pdf
[3] S. Elnashai, B. M. Broderick, “Seismic Response of
Composite Frames II. Calculation Of Behaviors
Factors,”Engineering Structures, Vol. 18, No. 9, pp.707-723,
1996.https://www.sciencedirect.com/science/article/abs/p
ii/014102969500212X.
[4]Tia Toby, Ajesh K. Kottuppillil, “Evaluation of Response
Reduction Factor using Nonlinear Analysis”, International
Journal for Innovative Research in Science & Technology,
Vol. 2, Issue 06, November 2015.
https://www.academia.edu/19835669/Evaluation_of_Respo
nse_Reduction_Factor_using_Non_Linear_Analysis
[5] Mohammad ParaeiMaram and K Rama Mohana Rao
“Effect of Location of Lateral Force Resisting System on
Seismic Behavior of RC Building”, International Journal of
Engineering Trends and Technology (IJERTT), Volume 4,
Issue 10, Oct 2013.
https://ijettjournal.org/archive/ijett-v4i10p158
[6]Apurba Mondal, Siddhartha Ghosh, G.R. Reddy,
“Performance-Based Evaluation of The Response
Reduction Factor for Ductile RC Frames” Engineering
Structures, Vol. 56, Pp. 1808-1819,2013.
https://www.researchgate.net/publication/265642853_Perf
ormancebased_evaluation_of_the_response_reduction_factor
_for_ductile_RC_frames
[7] Sang W han Han and N.Y. Jee “Seismic Behavior of
Column in Ordinary and Intermediate Moment Resisting
Concrete Frames”, Elsevier, volume 27, Issue 6, May 2005,
951-962.
https://www.sciencedirect.com/science/article/abs/pii/S0
141029605000611
[8] Prashant Sunagar and S.M. Shivananda, “Evaluation of
Seismic Response Modification Factors for RCCFrames by
Non-Linear Analysis”
https://www.scribd.com/document/245582596/Evaluation
-of-Seismic-Response-Modification-Factors-for-RCC-Frames-
by-Non-Linear-Analysis
[9] Mohammad Anwaruddin, Md. Akberuddin, Mohd.
ZameeruddinMohd and Saleemuddin “PushoverAnalysisof
Medium Rise Multi-Story RCC Frame with And Without
Vertical Irregularity,”International Journal ofEngineering
Research and Applications Vol 3, Issue 5, Oct 2013,540-546.
https://www.researchgate.net/publication/280095036_Pus
hover_Analysis_of_Medium_Rise_Multi-
Story_RCC_Frame_With_and_Without_Vertical_Irregularity
[10] I S 13920 Ductile detailing of reinforced concrete
structure subjected to seismic forces codeofpractice”,1993.
https://law.resource.org/pub/in/bis/S03/is.13920.1993.pd
f
[11] I S 456 “Indian Standard Code of Practice for Plain and
Reinforced. Concrete,” Bureau of Indian Standards, New
Delhi, 2000.
https://www.scirp.org/(S(lz5mqp453ed%20snp55rrgjct55)
)/reference/referencespapers.aspx?referenceid=1610427
[12] I S 1893 2016 (Part I), “Criteria for Earthquake
Resistant Design of Structures”.
https://law.resource.org/pub/in/bis/S03/is.1893.1.2002.pd
f

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STUDY THE EFFECT OF RESPONSE REDUCTION FACTOR ON RC FRAMED STRUCTURE

  • 1. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072 © 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 742 STUDY THE EFFECT OF RESPONSE REDUCTION FACTOR ON RC FRAMED STRUCTURE Atul B.Pujari1, Swarupa Nawale2 1. Professor, Department of Civil Engineering, KJEI’s KJ College of Engineering & Management Research, Pune, Maharashtra, India. 2. PG Student, Department of Civil Engineering, KJEI’s KJ College of Engineering & Management Research, Pune, Maharashtra, India. --------------------------------------------------------------------***---------------------------------------------------------------------- Abstract: An important consideration in the design of structures is seismic analysis. In seismic design, the strength and ductility of frame members depend on the reduction factor (R). In this plan, different heights of our frame structure in the fourth area conditions were considered. The primary purpose of this study is to calculate the response reduction coefficient values obtained from the RC frame design. The results were interpreted using nonlinear analysis. ETABS software was used to analyze the nonlinear behavior of the samples. Therefore, thisstudyattemptedtoevaluatethe adequacy of the rule-based "R" factor in the seismic evaluation of structural design using nonlinear dynamic analysis (NLD). The results clearly show the effect of structural changes on ductility and strength values. It is distinctly seen that the 'R' value written by the code for a particular type of model indicates that importance should be given to the error and adequate prediction. In this we studied the different response reduction coefficientsareusedtodefine models with different processestoobtainthemosteconomical and stable models. And examining the influence of behavior factor on changes in displacement and drift of structure. Key Words: dynamic analysis1, extreme strength 2, impact ductility3, seismic response analysis 4. 1. INTRODUCTION While there are many natural disasters in the world, earthquakes are one of the worst and can have a significant impact on trade and business. Therefore, in recent years, earthquake engineering has been established as a branch of engineering related to earthquake prediction. years. Most seismic design rules for buildings consider and assume the nonlinear response of earthquake-exposed objects in terms of seismic intensity. Measure the seismic force required in the structure and then develop a design process to ensure the structure can withstand this force. Durability is a key factor in the seismic design of most structures. The reduced response factor provides an easy-to-understand view and plays a crucial role in seismic design. The negative response of the model is not included in the design process, but its impact is considered using a reduction called the reduction factor (R). In seismic design, the seismic coefficient method uses the R factor to reduce the base shear force to obtain the external design. We know that actual seismic forces are greater than the models were designed for. The structure cannot be built according to the importance of the earthquake intensity because the construction costs will be too high. The actual intensity of the earthquake is reduced by a factor called R factor. The method for determining the reduction factor (R) varies from code to code. The value of the reduced response reduction factor in the IS code variesfrom 3 to 5. IS 1893 2016 (Part I) depends on the type of moment resisting frame (OMRF), specific moment resisting frame (SMRF) and moment resisting frame with actual mean resistance (IMRF). Most previous work in this field has focused on finding the ductility and super strength components in response to the reduction coefficient. Response reduction coefficient: - Reaction reduction coefficient,R, representsthe ratio of the maximum external force to the lateral force carried when the structure is elastic. Last build. In general, response reduction points are expressed as a function of various structural parameters such as strength, ductility, damping and redundancy. Where "Rs" is the strength coefficient, "Rr" is the hardness coefficient and "Rμ" is the ductility coefficient. 1.1 Strength Factor (Rs): The strength factor is calculated as the ratio of the maximum base shear force (Vo) obtained from the pushover curve to the base shear force (Vb) of the structure.
  • 2. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072 © 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 743 Where, Where, W = total weight of the building. R = response reduction value. I = important. 1.2 Coefficient of ductility (Rμ): In seismic design, the term "ductility" is used toindicate structure's capacity to withstand significant cyclic deformations in the inelastic range without reducing strength. Coefficient of ductility = maximum elasticity / yield strength 1.3 Redundancy factor (Rr) The redundancy factor depends on the number of vertical lines involved in the earthquake. The fact that a part of a sample is removed does not mean that the entire sample is removed. Therefore, load distribution provides additional safety due to the repetition of the structure. The redundancy factor is assumed to be 1 in this study. 1.4 Damping coefficient (Rxi): Since no damper was used in this research, the damping coefficient was assumed to be equal to 1. Ferraioli [1] he studied the behavior factor for RC framed structure of 3,5,7 & 9 Storey height, For investigating he used the relationship between code prescribed value and calculated value of behavior factor. Thomas and Trezos [2] they attempted to study the behavior factor of various buildings considering the random character of their characteristic Elnashai, Broderick [3] they selected the response criteria and earthquake ground motions in a companion study and are applied to the evaluation of the actual behavior factor of a number of movement registering composite frame designed to the requirements of the structural eurocodes.. Toby, Kottuppill,[4] they studied Evaluation of response reduction points using nonlinear analysis. Parsaci and K Rama [5] this paper has studed the influence of location of laterial force registering system on the response reduction factor R, ductility and plastic hinge status at performance point of the RC building. Mondal, Ghosh, Reddy, [6] This paper carried out research work focusing estimation of actual R values for realistic RC movement registering frame building design and Performance-based analysis of response mitigation members of ductile RC frames. Ferraioli, Lavino, and Mandara [7] they investigated the behavior factor i.e. related to the non-linear dynamic response with simplified linear design response of movement registering frames. Han and Jee [8] they performed Seismic Performance of Normal and Medium Flexural Strength Concrete Columns in Frames. Sunagar and Shivananda [9] This paper carried out studies investigation lateral load carrying capacity of RC frame and analysis of response modification factor for individual frames. Anwaruddin, Akberuddin, Zameeruddin and Saleemuddin [10] this paper carried out another study on Pushback analysis of mid-rise multi-storey RCC frame with and without vertical irregularities using ETabs software. IS 13920 [11] Code of Practice for Ductility Detailing of Reinforced Concrete Structures Subject to Seismic Forces,1993. IS 456 [12] “Indian standard code of practice for general and reinforced concrete.” Bureau of Indian Standards, New Delhi, 2000. IS 1893 (Part I) [13] “Standards for seismic design of structures.” 2. ANALYSIS PROCEDURES By reviewing the previous literature, the effect of the reduction coefficient on the reinforced concrete frame structure was examined. 1. For the standard model, the floor height for each floor of 5x4m length is 3m. Three models will be created with different response reduction coefficients R1 R2 R3 R4 R5 depending on the number of layers. 2. Define the properties of the frame structure and use E- tabs software to create the structure. Several types of loading are considered in the analysis. For static behavior, dead load of the building is taken into consideration as per IS 875 Part Iand live load as per IS 875 Part III. 1893:2016 for Seismic Loading, IS456: 2000 for Reinforced Concrete Structures 3. The three-dimensional reinforcedconcretestructuresof floors G+4, G+8 and G+12 was analyzed using response spectrum analysis in E-tabs software. This evaluation includes the building's floor change, floor interactions, floor intersections, etc. focuses on learning how to analyze its structure. 4.Compare the analysis results of differentresponsesinR1 R2 R3 R4 R5. Cover layer movement, displacement, and shear forces to shape the building symmetrically. 3. MODEL FEATURES This research considers three RC frames with the same number of compartments butdifferent floors.Four-storey, eight-storey, twelve-storey models are designed for R = 1,2,3,4,5. The height of each floor is 3m, the building's overall width in the X direction is 20m, the bay window width is 5m, the total width in the Y direction is 12m, the
  • 3. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072 © 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 744 total width is 4m.M-25qualityconcreteandFe-500quality steel bars are used in all models in this study. For example, the floor thickness is 150 mm, the wall thickness is 230 mm, and the height is 3 m, the parapet height is 1.2 m and the thickness is 230 mm. Dead load is distributed as per IS 875 (Part 1) 12 and live load is distributed as per IS 875 (Part 2) 3. Seismic loads are calculated as per IS 1893 2016. Assumed seismic load zone IV, intermediate ground conditions, OMRF, R = 1.3, SMRF, R = 5, damping 5%, critical factor 1. Fig.-1: G+4 STORY BUILDING MODEL. Fig.-2: G+8 STORY BUILDING MODEL. Fig.- 3: G+12 STORY BUILDING MODEL 4. RESULTS AND DISCUSSION In this study, RCC G+4, G+8, G+ 12-storey buildings were analyzed from the response spectrum using reduced response (i.e., from 1 to 5) for magnitude III earthquakes. The effect of R on RCC samples at heights G+4, G+8andG+12 was obtained through the design and analysis of each model in ETABS. Compare soft tissue and response (including displacement, compression, and basal shear) for R = 1 to R = 5. 4.1 Dynamic Analysis Method Table-1 G+4 story building Displacement Results for different Response Reductions Factor. TABLE: Story Response Story Elevation (m) R=1 R=2 R=3 R=4 R=5 Base 0 0 0 0 0 0 GF 3 12 3.85 2.27 2.23 1.6 1 6 28.01 10 6.2 4.81 4 2 9 44 15 10 7.25 6 3 12 55.75 18.75 12.35 9.4 7.5 4 15 61.03 21.6 13.75 10.7 8.2 Fig.4 G+4 story building Displacement Results for different Response Reductions factor Comparing the displacement result of G+4 story building for response reduction factor 1, 2, 3, 4 & 5. Results indicate variation of displacement is 2.5%, 3.05%, 7.85% and 38% displacement are increased as compared to 5 factor.
  • 4. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072 © 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 745 Table-2 G+4 story building Drift Results for different Response Reductions Factor TABLE: Story Response Story Elevation (m) R=1 R=2 R=3 R=4 R=5 Base 0 0 0 0 0 0 GF 3 3.9 1.3 0.9 0.68 0.55 1 6 5.7 1.9 1.29 0.98 0.79 2 9 4.9 1.7 1.12 0.85 0.68 3 3 3.8 1.3 0.84 0.64 0.51 4 6 1.9 0.63 0.45 0.33 0.26 Fig.5 G+4 story building Drift Results for different Response Reductions. The change in % difference for drift results shows 1.27%, 0.18%, 0.12%, 0.07% for the value of R=1to R=5. Table-3 G+4 story Shear Results for different Response Reductions Factor. TABLE: Story Response Story Elevation (m) R=1 R=2 R=3 R=4 R=5 Base 0 0 0 0 0 0 GF 3 1500 510 340 255 206.5 1 6 1390 478 310 238 187.5 2 9 1170 388 260 195 152 3 3 790 270 180 135 112 4 6 320 120 78 58 48 Fig.6 G+4 story shear Results for different Response Reductions. Analysis of G+4 story building in responsespectrummethod, Story stiffness is 50%, 34%, 25%, 19.67% in different response reduction factor. i.e., 1, 2, 3, 4, 5. hence structure shows maximum stiffness in response factor 1, 2. 5. CONCLUSIONS 1. Comparing the displacement results for G+4, G+8, G+12 story building in different response reductions factor i.e., 1,2,3,4 & 5 results indicate that variations of displacement are increased as response Reductions factor decreases. So, for 3 to 5 response reduction factor performance is better. 2. Drift is decreased with proportional to response reductions factor, i.e., 1, 2, 3, 4 & 5 hence structure show linear behaviors in response reductions factor 3, 4 &5. And response reductions factor 1 & 2 show nonlinear behaviors. Hence structure shows satisfactory performance in Response reductions factor 3, 4 & 5. 3. The displacement is increased as compared to height, but percentage variations are same in all different height of structure. 4.Analysis of RCCbuildingwithdifferent responsereductions factor for different height structure G+5, G+7 and G+9 story, R factor is decreased with proportional toincreasedheightof structure and response reductions factors 3 & 5 show satisfactory performance in pushover analysis. 6. REFERENCES [1] Massimiliano Ferraioli, “Behavior Factor of Ductile Code- Designed Reinforced Concrete Frames”, Hindawi Advances in Civil Engineering, 2021. https://www.hindawi.com/journals/ace/2021/6666687/
  • 5. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 11 Issue: 01 | Jan 2024 www.irjet.net p-ISSN: 2395-0072 © 2024, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 746 [2] G. C. Thomos& C. G. Trezos, “Behavior Factor of RC Structures: A Probabilistic Approach”,Transactionson The Built Environment, Vol 81, 2005. https://www.witpress.com/Secure/elibrary/papers/ERES0 5/ERES05068FU.pdf [3] S. Elnashai, B. M. Broderick, “Seismic Response of Composite Frames II. Calculation Of Behaviors Factors,”Engineering Structures, Vol. 18, No. 9, pp.707-723, 1996.https://www.sciencedirect.com/science/article/abs/p ii/014102969500212X. [4]Tia Toby, Ajesh K. Kottuppillil, “Evaluation of Response Reduction Factor using Nonlinear Analysis”, International Journal for Innovative Research in Science & Technology, Vol. 2, Issue 06, November 2015. https://www.academia.edu/19835669/Evaluation_of_Respo nse_Reduction_Factor_using_Non_Linear_Analysis [5] Mohammad ParaeiMaram and K Rama Mohana Rao “Effect of Location of Lateral Force Resisting System on Seismic Behavior of RC Building”, International Journal of Engineering Trends and Technology (IJERTT), Volume 4, Issue 10, Oct 2013. https://ijettjournal.org/archive/ijett-v4i10p158 [6]Apurba Mondal, Siddhartha Ghosh, G.R. Reddy, “Performance-Based Evaluation of The Response Reduction Factor for Ductile RC Frames” Engineering Structures, Vol. 56, Pp. 1808-1819,2013. https://www.researchgate.net/publication/265642853_Perf ormancebased_evaluation_of_the_response_reduction_factor _for_ductile_RC_frames [7] Sang W han Han and N.Y. Jee “Seismic Behavior of Column in Ordinary and Intermediate Moment Resisting Concrete Frames”, Elsevier, volume 27, Issue 6, May 2005, 951-962. https://www.sciencedirect.com/science/article/abs/pii/S0 141029605000611 [8] Prashant Sunagar and S.M. Shivananda, “Evaluation of Seismic Response Modification Factors for RCCFrames by Non-Linear Analysis” https://www.scribd.com/document/245582596/Evaluation -of-Seismic-Response-Modification-Factors-for-RCC-Frames- by-Non-Linear-Analysis [9] Mohammad Anwaruddin, Md. Akberuddin, Mohd. ZameeruddinMohd and Saleemuddin “PushoverAnalysisof Medium Rise Multi-Story RCC Frame with And Without Vertical Irregularity,”International Journal ofEngineering Research and Applications Vol 3, Issue 5, Oct 2013,540-546. https://www.researchgate.net/publication/280095036_Pus hover_Analysis_of_Medium_Rise_Multi- Story_RCC_Frame_With_and_Without_Vertical_Irregularity [10] I S 13920 Ductile detailing of reinforced concrete structure subjected to seismic forces codeofpractice”,1993. https://law.resource.org/pub/in/bis/S03/is.13920.1993.pd f [11] I S 456 “Indian Standard Code of Practice for Plain and Reinforced. Concrete,” Bureau of Indian Standards, New Delhi, 2000. https://www.scirp.org/(S(lz5mqp453ed%20snp55rrgjct55) )/reference/referencespapers.aspx?referenceid=1610427 [12] I S 1893 2016 (Part I), “Criteria for Earthquake Resistant Design of Structures”. https://law.resource.org/pub/in/bis/S03/is.1893.1.2002.pd f