3nd presentation

NAGPUR INSTITUTE OF TECHNOLOGY, NAGPUR(Department of civil engineering Session 2015-16)

3rd Project seminar on

“Parametric study of multi storied R.C.C flat slab structure under seismic effect having different plan aspect ratio and slenderness ratio.”

Submitted bySourabh Kumar Shubham Borkar

Under the guidanceProf. Sudhir Kapgate

Aim Objective Assumptions Analysis Methodology References

CONTENTS

AIM

Parametric study of multi storied R.C.C. flat slab structure under seismic effect having different plan aspect ratio and slenderness ratio.

OBJECTIVE

To calculate design lateral forces on multi-storied R.C.C. Flat slab structure with regular building configuration in plan but different aspect ratio using “Response Spectrum Analysis.”

To calculate and study the response of structure situated in seismic zone IV and their comparison.

To determine limit aspect ratio and slenderness ratio for safe and stable structure.

To perform analysis using ETABS for static and dynamic analysis.

ASSUMPTIONS STRUCTURE Multi-Storey Flat-slab R.C. Structure PLAN DIMENSIONS

AREA 900 m2 TABLE : MODEL GROUP FOR ASPECT

RATIO (L:B)

MAIN GROUP ASPECT RATIO LENGTH WIDTH COLUMN SPACING

L : B L (m) B(m) X(m) Z(m)

M1 1 30 30 6 6

M2 2 41 22 5.85 5.5

M3 3 50 18 5 6

M4 4 60 15 6 5

M5 5 75 12 6.25 6

TABLE : MODEL FOR SLENDERNESS RATIO (H:B) SR.NO MODEL GROUP MODEL ASPECT RATIO NO. OF STOREY STOREY HEIGHT SLENDERNESS RATIO

(L:B) G + 3.60 (H:B)1

M1

M11

1

3 14.40 0.482 M12 5 21.60 0.723 M13 7 28.80 0.964 M14 9 36.00 1.25 M15 11 43.20 1.446

M2

M21

2

3 14.40 0.697 M22 5 21.60 1.038 M23 7 28.80 1.379 M24 9 36.00 1.71

10 M25 11 43.20 2.0611

M3

M31

3

3 14.40 0.8512 M32 5 21.60 1.2713 M33 7 28.80 1.6914 M34 9 36.00 2.1215 M35 11 43.20 2.54

• TABLE : MODEL FOR SLENDERNESS RATIO (H:B) Contd..

SR.NO MODEL GROUP MODEL ASPECT RATIO NO. OF STOREY STOREY HEIGHT SLENDERNESS RATIO

(L:B) 3.60 (H:B)

16

M4

M41

4

3 14.40 0.96

17 M42 5 21.60 1.44

18 M43 7 28.80 1.92

19 M44 9 36.00 2.4

20 M45 11 43.20 2.88

21

M5

M51

5

3 14.40 1.11

22 M52 5 21.60 1.66

23 M53 7 28.80 2.22

24 M54 9 36.00 2.77

25 M55 11 43.20 3.32

DATA FOR SEISMIC ANALYSIS EARTHQUAKE LOAD As Per IS 1893 (Part 1)-2002TYPE OF FOUNDATION Isolated Column Footing DEPTH OF FOUNDATION 3.5mTYPE OF SOIL Type II, Medium As Per IS 1893 BEARING CAPACITY OF SOIL 200 kN/m2AVERAGE THICKNESS OF FOOTING 0.9 m IMPORTANCE FACTOR 1PERCENTAGE DAMPING 5%TYPE OF FRAME Special moment resisting Frame

METHOD OF ANALYSIS RESPONSE SPECTRUM METHOD LOAD CASES

ANALYSIS OF 11 STOREY R.C. STRUCTURE

PLAN ASPECT RATIO (L/B)= 1SLENDERNESS RATIO (H/B)= 1.32

PLAN ELEVATION

ANALYSIS DATA

TABLE: Modal Periods and FrequenciesCase Mode Period Frequenc

yCircular

Frequency

Eigen value

sec cyc/sec rad/sec rad²/sec²Modal1 1 3.144 0.318 1.9982 3.9928Modal1 2 3.144 0.318 1.9982 3.9928Modal1 3 2.91 0.344 2.1595 4.6633Modal1 4 1.005 0.995 6.2531 39.1011Modal1 5 1.005 0.995 6.2531 39.1011Modal1 6 0.927 1.079 6.7791 45.956Modal1 7 0.559 1.789 11.2405 126.3491Modal1 8 0.559 1.789 11.2405 126.3491Modal1 9 0.513 1.947 12.2363 149.726Modal1 10 0.366 2.736 17.1899 295.4918Modal1 11 0.366 2.736 17.1899 295.4918Modal1 12 0.333 3 18.8526 355.4189

ANALYSIS DATA

TABLE: Modal Participation Factors

Case Mode Period UX UY UZ RX RY RZModal Mass

Modal Stiffness

sec kN-m kN-m kN-m kN-m kN-m kN-m kN-m-s² kN-mModal1 1 3.144 -3.7E-05 -0.00012 0 0.685363 -0.21191 0 0.000001 3.99E-06Modal1 2 3.144 0.000118 -3.7E-05 0 0.211908 0.685363 0 0.000001 3.99E-06Modal1 3 2.91 0 0 0 0 0 1.579182 0.000001 4.66E-06Modal1 4 1.005 -1.2E-05 -4.2E-05 0 -1.08592 0.309726 0 0.000001 0.00004Modal1 5 1.005 0.000042 -1.2E-05 0 -0.30973 -1.08592 0 0.000001 0.00004Modal1 6 0.927 0 0 0 0 0 0.556161 0.000001 0.00005Modal1 7 0.559 0.000009 0.000026 0 0.388335 -0.12955 0 0.000001 0.00013Modal1 8 0.559 0.000026 -9E-06 0 -0.12955 -0.38834 0 0.000001 0.00013Modal1 9 0.513 0 0 0 0 0 -0.35457 0.000001 0.00015Modal1 10 0.366 -6E-06 -0.00002 0 -0.4274 0.132312 0 0.000001 0.0003Modal1 11 0.366 -0.00002 0.000006 0 0.132312 0.427403 0 0.000001 0.0003Modal1 12 0.333 0 0 0 0 0 -0.26881 0.000001 0.00036


PLAN ELEVATIONPLAN ASPECT RATIO (L/B)= 1

SLENDERNESS RATIO (H/B)= 1.08

ANALYSIS DATA

TABLE: Modal Periods and Frequencies

Case Mode PeriodFrequenc

y

Circular Frequenc

y

Eigen value

sec cyc/sec rad/sec rad²/sec²Modal 1 2.091 0.478 3.0042 9.0255Modal 2 2.091 0.478 3.0042 9.0255Modal 3 1.951 0.513 3.2207 10.3732Modal 4 0.643 1.555 9.7714 95.4812Modal 5 0.643 1.555 9.7714 95.4812Modal 6 0.595 1.681 10.5624 111.5642Modal 7 0.341 2.934 18.4369 339.9187Modal 8 0.341 2.934 18.4369 339.9187Modal 9 0.313 3.195 20.0757 403.0329

ANALYSIS DATA

TABLE: Modal Participation FactorsCase Mode Period UX UY UZ RX RY RZ Modal Mass Modal Stiffness

sec kN-m kN-m kN-m kN-m kN-m kN-m kN-m-s² kN-mModal 1 2.091 -0.000024 -0.000078 0 0.259803 -0.080278 0 0.000001 0.00001Modal 2 2.091 0.000078 -0.000024 0 0.080278 0.259803 0 0.000001 0.00001Modal 3 1.951 0 0 0 0 0 1.040807 0.000001 0.00001Modal 4 0.643 -0.000007 -0.000023 0 -0.660127 0.203914 0 0.000001 0.0001Modal 5 0.643 -0.000023 0.000007 0 0.203914 0.660127 0 0.000001 0.0001Modal 6 0.595 0 0 0 0 0 -0.300204 0.000001 0.00011Modal 7 0.341 -0.000004 -0.000012 0 -0.170945 0.052852 0 0.000001 0.00034Modal 8 0.341 -0.000012 0.000004 0 0.052852 0.170945 0 0.000001 0.00034Modal 9 0.313 0 0 0 0 0 -0.159072 0.000001 0.0004


PLAN ELEVATION

PLAN ASPECT RATIO (L/B)= 1SLENDERNESS RATIO (H/B)= 0.84

ANALYSIS DATA



y

Circular Frequenc

y

Eigen value

sec cyc/sec rad/sec rad²/sec²Modal 1 1.993 0.502 3.152 9.9354Modal 2 1.993 0.502 3.152 9.9354Modal 3 1.834 0.545 3.4264 11.7399Modal 4 0.6 1.666 10.467 109.5573Modal 5 0.6 1.666 10.467 109.5573Modal 6 0.551 1.816 11.4107 130.2035Modal 7 0.316 3.162 19.8688 394.7709

ANALYSIS DATA


sec kN-m kN-m kN-m kN-m kN-m kN-m kN-m-s² kN-mModal 1 1.993 0.000032 0.000093 0 -0.345354 0.118783 0 0.000001 0.00001Modal 2 1.993 -0.000093 0.000032 0 -0.118783 -0.345354 0 0.000001 0.00001Modal 3 1.834 0 0 0 0 0 -1.257043 0.000001 0.00001Modal 4 0.6 -0.000012 -0.000034 0 -0.544136 0.187623 0 0.000001 0.00011Modal 5 0.6 0.000034 -0.000012 0 -0.187623 -0.544136 0 0.000001 0.00011Modal 6 0.551 0 0 0 0 0 -0.459881 0.000001 0.00013Modal 7 0.316 0.000008 0.000022 0 0.220083 -0.078195 0 0.000001 0.00039


PLAN PLANPLAN ASPECT RATIO (L/B)= 1

SLENDERNESS RATIO (H/B)= 0.6

ANALYSIS DATA



y

Circular Frequenc

y

Eigen value

sec cyc/sec rad/sec rad²/sec²Modal 1 0.926 1.08 6.7849 46.0343Modal 2 0.926 1.08 6.7849 46.0343Modal 3 0.854 1.172 7.3616 54.1939Modal 4 0.275 3.642 22.882 523.5882Modal 5 0.275 3.642 22.882 523.5882

ANALYSIS DATA

TABLE: Modal Participation Factors

Case Mode Period UX UY UZ RX RY RZModal Mass

Modal Stiffness

sec kN-m kN-m kN-m kN-m kN-m kN-m kN-m-s² kN-mModal 1 0.926 -1.8E-05 -5.4E-05 0 0.144825 -0.04853 0 0.000001 0.00005Modal 2 0.926 -5.4E-05 0.000018 0 -0.04853 -0.14483 0 0.000001 0.00005Modal 3 0.854 0 0 0 0 0 -0.73109 0.000001 0.00005Modal 4 0.275 0.000007 0.000021 0 0.227772 -0.07777 0 0.000001 0.00052Modal 5 0.275 0.000021 -7E-06 0 -0.07777 -0.22777 0 0.000001 0.00052


PLAN ELEVATION

ANALYSIS DATA


Case Mode Period Frequency Circular FrequencyEigen value

sec cyc/sec rad/sec rad²/sec²Modal 1 0.771 1.297 8.1476 66.384Modal 2 0.771 1.297 8.1476 66.384Modal 3 0.704 1.421 8.9275 79.7001

ANALYSIS DATA


sec kN-m kN-m kN-m kN-m kN-m kN-m kN-m-s² kN-mModal 1 0.771 -0.00002 -0.000062 0 0.095284 -0.030362 0 0.000001 0.00007Modal 2 0.771 -0.000062 0.00002 0 -0.030362 -0.095284 0 0.000001 0.00007Modal 3 0.704 0 0 0 0 0 0.82484 0.000001 0.00008

METHODOLOGYSR.NO SEMESTER ACTIVITY DURATION1. VII Review of existing literature by different research 1 month

2. VII Study of IS 1893:2002 and IS 13920 learning Software ETABS

3 month

3. VII Formulating the assumption stating the scope of project by considering various parameter

1 month

4. VIII Modeling and analysis of the structure with the help of software

1 month

5. VIII Comparison of the data obtained after analysis 2 month

6. VIII Understanding the results of analysis, formulating Conclusion and further recommendation keeping scope of study in mind

2 month

7. VIII Dissertation writing 1 month

• Prof. K S Sable, Er. V A Ghodechor, Prof. S B Kandekar, “Comparative Study of Seismic Behavior of Multistory Flat Slab and Conventional Reinforced Concrete Framed Structures”, International Journal of Computer Technology and Electronics Engineering (IJCTEE) Volume 2, Issue 3, June 2012

• Rucha.S.Banginwar, M.R.Vyawahare, P.O.Modani, “Effect of Plan Configurations on the Seismic Behavior of the structure By Response Spectrum Method” ,International Journal of Engineering Research and Applications(IJERA),Vol2,May-June2012

• Arun Solomon A, Hemalatha G, “Limitation of irregular structure for seismic response”, International Journal Of Civil And Structural Engineering Volume 3, No 3, 2013

• Mohit Sharma and Dr. Savita Maru(2014), “Dynamic Analysis of Multistoried Regular Building” , Journal of Mechanical and Civil Engineering (IOSR-JMCE), Volume 11, Issue 1 Ver. II.

• Mayuri D. Bhagwat and Dr.P.S.Patil(2014), “Comparative study of performance of rcc multistory building for Koyna and Bhuj earthquakes”, International Journal of Advanced Technology in Engineering and Science Volume No.02, Issue No. 07.

• Dr. V.L. Shah and Late Dr. S.R. Karve, “Illustrated design of reinforced concrete buildings”, Sixth edition, Structures publications, 36 Parvati, Pune-411009.

REFERENCES

• Paz. Mario. “Structural Dynamics" theory and Computation, CBS, Publishers and Distributors Dayaganj, New Delhi.

• C. V. R. Murty, Rupen Goswami, A. R. Vijayanarayanan and Vipul V. Mehta, “Some Concepts in Earthquake Behaviour of Buildings”, Gujarat State Disaster Management Authority Government of Gujarat.

• BIS-1893, Criteria for Earthquake resistant design of structures-Part-1, General Provisions and Buildings, Bureau of Indian Standards, New Delhi -2002.

• I.S-13920."Ductile detailing of reinforced structures subjected to seismic force" code of practice Bureau of Indian Standards, New Delhi -1993.

• I.S. 456-2000, Indian Standard Code of Practice for Plain and Reinforced Concrete, Bureau of Indian Standard, New Delhi.

• IS-875-1987.".Indian standard code of practice for structural safety loadings standards Part-1, 2" Bureau of Indian Standards, New Delhi.

• I.S 4326 – 1993, Earthquake Resistant Design And Construction Of Buildings - Code Of Practice, Bureau of Indian Standard, New Delhi

• SP-16-1980- Design Aids for Reinforced concrete to IS-456-1978-Bureau of Indian Standards, New Delhi.

• SP 22 : 1982 Explanatory Handbook On Codes For Earthquake Engineering, Bureau Of Indian Standard, New Delhi

• www.nicee.org, The National Information Centre of Earthquake Engineering (NICEE - established 1999)

THANK YOU