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Study of Seismic and Wind Effect on Multi-Storey Building using ETABS
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Study of Seismic and Wind Effect on Multi-Storey Building using ETABS
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 03 | Mar 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 587 Dhanashri S. Patil1, Simran M. Patil2, Anuja K. Ugale3 1Assistant Professor, Department of Civil Engineering, CSMSS Chh. Shahu College Of Engineering, Aurangabad, Maharashtra, India 2,3Assistant Professor, Department of Civil Engineering, Sandip Polytechnic, Nashik, Maharashtra, India ---------------------------------------------------------------------***---------------------------------------------------------------------- Abstract - Nowadays, there are wide range of complicated and irregular structures that are analyzed and designed to resist the earthquake and wind load. This structures can be analyzed and designed by varied softwareslikeETABS, STAAD Pro, TEKLA etc. Structural analysis is a branch thatinvolvesin determination of behavior of structures so as to predict the responses of various structural parts due to loading. Each structure is subjected to either one or combination of loads like gravity load, earthquake load and wind load. ETABS stands for Extended 3 Dimensional Analysis of Building System. ETABS software could be used for analysis of static, dynamic, linear and non-linear, etc. responsesofstructureand design of structures. In the present paper, effect of height of building on base shear, lateral force generated due to earthquake and wind load is evaluated using ETABSsoftware. The study includes modelling and analysis of buildingbyusing ETABS software, and comparing wind load and earthquake load at different storeys. From the analysis, the minimum height of building at that the wind load dominates over earthquake load is discerned. Key Words: ETABS, STAAD Pro, TEKLA, Gravity load, Structural analysis, Base shear, Lateral force 1.INTRODUCTION All building structures have various structural components like slabs, beams, columns and foundation. All these components are analyzed for different combination of loads and are designed to resists these loads without failureforits intended life. There are mainly two types of loads comingon structure are vertical load and horizontal/lateral load. Vertical load consists of dead load and live load whereas lateral load consist of wind and earthquake load. Both wind and earthquake loads are dynamically applied loads. Earthquake/ seismic load are the acceleration produced in structure during earthquakes. Therearevariousmethodsof computing earthquake forces like seismic co-efficient method, time-history method, etc. Other type of lateral force is wind load. Wind is a mass of air that moves in a horizontal direction from an area of high pressure to an area of low pressure. High winds generate great pressure against the surface of structure and can be destructive. This intensity of pressure is wind load.Structureswhichcomesunderseismic zones or are subjected to wind pressureareanalysedforthis loads also along with normal dead load and live load and shear force and bending moment on each component is evaluated. Nowadays, structures are analysed and designed by using various software Like ETABS, STAAD PRO, TEKLA, etc. due to its advantages like accuracy, time saving etc. and thus proves to be economical. ETABS is the abbreviation of “Extended 3D Analysis of building System. ETABS is a product of Computer and structures, Inc. and is globally used for structural analysis and design of various types of structures. ETABSenables 3D object modelling, visualization tools, linear and non-linear analysis, static and dynamic analysis, sophisticated design for various types of materials. Thus ETABS is an integrated software package for design which ranges from simple 2D frames to modern high rise buildings. In this report, an irregular building is analyzed at different storeys. In these effects of building on baseshear,lateral forcesgenerateddue to earthquake load and wind load is evaluated using ETABS software. This study includes modelling of building using ETABS software. Then building is analyzed by considering following loads: 1) Dead load 2) Live load 3) Earthquake load 4) Wind load By considering different load combination the base shear, shear forces and bending moment coming on the structure are evaluated at various storeys. Results of wind load and earthquake load are compared at various heights. The minimum height of building at which the wind load dominates over earthquake load is found out. 1.1 Objectives 1. The main objective of this study is to analyse a residential building for earthquake and wind loads by using ETABS software. 2. Comparison of wind and earthquake loadwhichare obtained from ETABS software at various storeys. 3. Determination of the minimum height at which wind load becomes dominantover earthquakeload. 2. LITERATURE REVIEW 1. Baldev Prajapati et.al (2013) - “Study of Seismic and Wind Effect on Multi-storey R.C.C, Steel and Composite Building.” In this paper, analysis and design of symmetric high rise (G+30) of RCC, steel and composite building undertheeffectofwindand earthquake load is analysed and designed using the Study of Seismic and Wind Effect on Multi-Storey R.C.C. Building using ETABS
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 03 | Mar 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 588 ETABS software. In all buildings shear wall is provided to resist the lateral forces.Theyconcluded that the steel-concrete composite building is better option. 2. Abhay Guleria (2014) - “Structural Analysis of a Multi-Storeyed Building using ETABS for different Plan Configurations.” In this paper, structural behaviour of a 15-storey R.C.C framed buildingwith different structural configuration is analysed using ETABS software. Different plan configuration considered are rectangular, C, L and I-shape. The analysis showed that the storey overturning moment varies inversely with storey height. Moreover, L-shape, I-shape type buildings gave similar response against overturning moment. 3. Rajeshwari Patil et.al (2017) - “Analysis and Design of Residential Building by using SAP-2000”. In this paper, analysis of and RCC framed 3 storey building is done using SAP2000 software. By using the analysis data by SAP2000, the structural components are then designed manually using IS 456 and SP-16 charts. 4. Chandrashekar et.al (2015) – “Analysis and Design of Multi-Storied Building by Using ETABS Software.” In this paper, analysis and design G+5 storey building under the lateral loading effect of wind and earthquake is done by using ETABS. They have also taken in consideration the occurrence of spread of fire and importance of use of fire-proof material. 5. D. Ramya et.al (2015) - “Comparative Study on Design and Analysis of Multi-storeyed Building (G+10) by STAAD.PRO and ETABS software.”Inthis paper, design of multi-storeyed (G+10) building is done by using ETABS and STAAD-Pro. Comparative study is done of both design and finally economical section is found out for G+10 multi-storeyed building. 3. PROBLEM STATEMENT A multi-storey irregular structure is considered for the study. Modelling and analysis of structure is done on ETABS software at each storey, so as to determine the minimum height at which wind load becomes dominant over earthquake load in both ‘X’ and ‘Y’ direction. 3.1 Preliminary Data a) Location – Mumbai b) Beam – 230mm x 600mm c) Column – 230mm x 600mm d) Slab thickness: (1) Slab – 100mm (2) Staircase slab - 125mm e) Thickness of external wall – 150 mm f) Thickness of internal wall – 100 mm g) Grade of concrete - M25 h) Grade of steel – HYSD 500 i) Use of aerated block with density 7.5 KN/m3 Load acting on structure are; a) Dead load b) Live load c) Wind load in ‘X’ and ‘Y’ direction d) Earthquake load in ‘X’ and ‘Y’ direction • Live load consideration – 2 KN/m a) Zone factor (Z) = 0.16 b) Soil type = III c) Response reduction factor (R) = 5.0 d) Importance factor = 1.0 e) Wind Speed = 44 m/s f) Terrain category = 1.0 g) Structure Class = B Fig- 1: Plan of building 4. METHODOLOGY Following are the various steps used to solve the above problem; A) Modelling B) Defining of properties C) Calculation of various load D) Defining and assigning of various load (DL, LL, EL, WL) and load combinations E) Check model and run analysis F) Result analysis and comparison of WL and EL G) Conclusion
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 03 | Mar 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 589 5. CALCULATIONS 5.1 Calculation of force co-efficient for 11th, 10th, 9th, 8th, 7th, 6th, 5th storey Width of Building (w) = 10.720 + 8.870/2 = 9.795m Length of Building (l) = 29.680m Table-1: Building Height Ratio Sr.no. Storey No. Height (m) h/w ratio 1. 11th 33 33 / 9.795 = 3.369 2. 10th 30 30 / 9.795 = 3.062 3. 9th 27 27 / 9.795= 2.7 2.756 4. 8th 24 24 / 9.795 = 2.45 5. 7th 21 21 / 9.795 = 2.143 6. 6th 18 18 / 9.795 = 1.837 7. 5th 15 15 / 9.795 = 1.53 From table 4 IS 875(part 3)-1987 for all above storey, building height ratio lies in between, (3/2) < (h/w) < 6. Building plan ratio l/w = 29.680/9.795 = 3.03 From table 4 IS 875(part 3)-1987 buildingplanratiolies between (3/2) < (l/w) <4. Therefore, the external force co-efficient for above all above storey is taken for building height ratio (3/2) < (h/w) < 6 and building plan ratio (3/2) < (l/w) < 4 from IS 875 (part 3) – 1987. Fig- 2: Faces of plan considered Table-2: External pressure coefficients (Cpe) for walls of rectangular clad building Wind Angle Cpe for surface ɵ A B C D 0° +0.7 -0.4 -0.7 -0.7 90° -0.5 -0.5 +0.8 -0.1 Internal pressure coefficient (Cpi) = ±0.5 (From Cl.6.2.3.2 IS 875 (part 3)-1987) Table-3: Force coefficient for 11th, 10th, 9th, 8th, 7th, 6th, 5th storey Wind Angle Cf for surface ɵ A B C D 0° 1.2 0.9 1.2 1.2 90° 1.0 1.0 1.3 0.6 Now, this above force co-efficient are assigned on surface walls with their respective direction. 5.2 Base Shear (KN) results for 11th, 10th, 9th, 8th, 7th, 6th, 5th storey Table-4: Base shear results (KN) for 11th, 10th, 9th, 8th, 7th, 6th and 5th storey Load Combination 11 th storey 10 th storey 9th storey 8th storey 1.5DL - - - - 1.5(DL+IL) - - - - 1.2(DL+IL+WX) 1042 932.23 824.42 718.33 1.2(DL+IL-WX) 1041 932.23 824.42 718.33 1.2(DL+IL+WY) 2733 2446 2163 1885 1.2(DL+IL-WY) 2732.7 2445.7 2162.8 1884.5 1.2(DL+IL+W(-X)) 1013 907.91 802.92 699.59 1.2(DL+IL-W(-X)) 1013.2 907.91 802.92 699.59 1.2(DL+IL+W(-Y)) 2732.4 2445.4 2162.6 1884.3 1.2(DL+IL-W(-Y)) 2732 2445 2163 1884 1.5(DL+WX) 1302 1165 1031 897.91 1.5(DL-WX) 1302.0 3 1165.2 9 1030.5 3 897.91 1.5(DL+WY) 3416 3057 2704 2356 1.5(DL-WY) 3415.8 3057 2703.5 2355.6 1.5(DL+W(-X)) 1267 1134.8 1003.6 874.49 1.5(DL-W(-X)) 1266.5 1135 1004 874.49 1.5(DL+W(-Y)) 3415.5 3056.7 2703.2 2355.3 1.5(DL-W(-Y)) 3416 3057 2703 2355 (0.9DL+1.5WX) 1302 1165 1031 897.91 (0.9DL-1.5WX) 1302.0 1165.2 1030.5 897.91 (0.9DL+1.5WY) 3416 3057 2704 2356 (0.9DL-1.5WY) 3415.8 3057.1 2703.5 2355.6 (0.9DL+1.5W(-X)) 1267 1134.8 1003.6 874.49 (0.9DL-1.5W(-X)) 1266.5 1135 1004 874.49 (0.9DL+1.5W(-Y)) 3415.5 3056.7 2703.2 2355.3 (0.9DL-1.5W(-Y)) 3416 3057 2703 2355 1.2(DL+IL+EX) 762.71 768.62 773.52 777.29 1.2(DL+IL-EX) 762.71 768.62 773.52 777.29 1.2(DL+IL+EY) 863.41 881.56 899.29 918.3 1.2(DL+IL-EY) 863.41 881.56 899.29 918.3 1.5(DL+EX) 953.39 960.78 966.9 971.61 1.5(DL-EX) 953.39 960.78 966.91 971.61
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 03 | Mar 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 590 1.5(DL+EY) 1079 1102 1124 1148 1.5(DL-EY) 1079.2 1101.9 1124.1 1147.8 (0.9DL+1.5EX) 953.39 960.78 966.91 971.61 (0.9DL-1.5EX) 953.39 960.78 966.91 971.61 (0.9DL+1.5EY) 1079 1102 1124 1148 (0.9DL-1.5EY) 1079.2 1101.9 1124.1 1147.8 5.3 Result - The minimum height at which wind load becomes dominant over earthquake loadin‘X’direction(Wx > Ex), is at 27 m i.e. at 9th storey. 5.4 Calculation of force co-efficient for 4th, 3rd, 2nd storey Table-5: Building Height Ratio Sr.no. Storey No. Height (m) h/w ratio 1. 4th 12 12 / 9.795 =1.2251 2. 3rd 9 9 / 9.795 = 0.918 3. 2nd 6 6 / 9.795 = 0.612 From table 4 IS 875(part 3)-1987 for all above storey, building height ratio lies in between, (1/2) < (h/w) < (3/2). Table -6: Force coefficient for 11th, 10th,9th, 8th, 7th, 6th, 5th storey Wind Angle Cf for surface ɵ A B C D 0° 1.2 0.8 1.2 1.2 90° 1.0 1.0 1.2 0.6 Now, this above force co-efficient are assigned on surface walls with their respective direction. 5.5 Base Shear (KN) results for 4th, 3rd, 2nd and 1st storey Table -6: Force coefficient for 11th, 10th, 9th, 8th, 7th, 6th, 5th storey Load combination BASE SHEAR (KN) 4th storey 3rd storey 2nd storey 1st storey 1.5 D. L - - - - 1.5 (D.L+L.L) - - - - 1.2 (D.L+L.L+WX) 303.95 216.14 129.68 42.27 1.2(D.L+L.L-WX) 303.95 216.14 129.68 42.27 1.2(D.L+L.L+WY) 788.94 561.01 336.61 112.20 1.2(D.L+L.L-WY) 788.94 561.01 336.61 112.20 1.2(D.L+L.L+W(X)) 292.78 208.20 124.92 40.474 1.2 (D. L+L.L-W(- 292.78 208.20 124.92 40.474 X)) 7 1.2 (D.L +L.L+W(Y)) 788.84 560.95 336.57 112.19 1.2 (D. L+L.L-W(- Y)) 788.84 7 560.95 336.57 112.19 1.5(D.L+WX ) 379.94 270.17 162.10 52.84 1.5 (D. L-WX) 379.94 270.17 162.10 52.84 1.5 (D. L+WY) 986.17 701.27 420.7 140.25 1.5 (D. L-WY) 986.17 701.27 420.76 140.25 1.5 (D.L+W(-X)) 365.98 260.25 156.15 50.593 1.5 (D. L-W(-X)) 365.98 260.25 156.15 50.593 1.5 (D. L+W(-Y)) 986.05 701.19 420.71 140.23 1.5 (D. L-W(-Y)) 986.05 701.19 420.71 140.23 (0.9 D. L+1.5 WX) 379.94 270.17 162.10 52.84 (0.9 D. L-1.5 WX) 379.94 270.17 162.10 52.84 (0.9 D. L+1.5 WY) 986.17 701.27 420.76 140.25 (0.9 D. L-1.5 WY) 986.17 701.27 420.76 140.25 (0.9 D. L+1.5 W(- X)) 365.98 260.25 156.15 50.593 (0.9 D. L-1.5 W(- X)) 365.98 260.25 156.15 50.593 (0.9 D. L+1.5 W(- Y)) 986.05 701.19 420.71 140.23 8 (0.9 D. L-1.5 W(- Y)) 986.05 701.19 420.71 140.23 8 1.2 (D. L+L.L+EX) 630.83 445.38 259.93 137.56 1.2 (D. L+L.L-EX) 630.83 445.38 259.93 137.56 1.2 (D. L+L.L+EY) 630.83 445.38 259.93 137.56 1.2 (D. L+L.L-EY) 630.83 445.38 259.93 137.56 1.5 (D. L+EX) 788.54 556.72 324.91 171.95 1.5 (D. L-EX) 788.54 556.72 324.91 171.95 1.5 (D. L+EY) 788.54 556.72 324.9 171.95 1.5 (D. L-EY) 788.54 556.72 324.91 171.95 (0.9 D. L+1.5 EX) 788.54 556.72 324.91 171.95 (0.9 D. L-1.5 EX) 788.54 556.72 324.91 171.95 (0.9 D. L+1.5 EY) 788.54 556.72 324.91 171.95 (0.9 D. L-1.5 EY) 788.54 556.72 324.91 171.95 5.6 Result - The minimum height at which wind load becomes dominant over earthquakeloadin‘Y’direction(Wy > Ey), is at 6 m i.e. at 2nd storey. 6. CONCLUSIONS 1. The minimum height at which wind load becomes dominant over earthquake load in ‘X’ direction (Wx > Ex), is 27m i.e.at 9th storey. 2. The minimum height at which wind load becomes dominant over earthquake load in ‘Y’ direction (Wy > Ey), is 6m i.e. at 2nd storey. 3. From the above results, we can see that in ‘X’ direction wind load becomes dominant over earthquake load comparatively higher (i.e.27m), than in ‘Y’ direction (i.e.6m). This is becausesurface area of our plan in ‘Y’ direction was comparatively
5.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 03 | Mar 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 591 more than in ‘X’ direction. As we know wind load is directly proportional to surface area upon which it is applied. As the surface area was more in ‘Y’ direction therefore wind load became dominant over earthquake load (i.e. W. L > E.L) at a lesser height. 4. As the surface area was less in ‘X’ direction the wind load became dominant over earthquake load (i.e. W.L > E.L) at a comparatively higher height. 5. Moreover, other factor which influenced was location, as our building was situated in Mumbai, and as Mumbai comes in coastal region, wind speed was relatively more as compared to non-coastal regions. Thus, we can conclude that in our case wind load became dominant over earthquake load in both ‘X’ and ‘Y’ direction at a comparativelylesser height because of its location and surface area. Other factors whichinfluenceisgeometryofplan,its locality etc. Results may vary for various buildings having different aspect ratio, shapes like oval, circular etc. different locality, wind speeds, seismic zones. Thus, various buildings can further be studied to determine the minimum height at which wind load would become dominant over earthquake load. 7. REFERENCES [1] Abhay Guleria, “Structural Analysis of a Multi-Storeyed Building using ETABS for different Plan Configurations” International Journal of Engineering Research & Technology Vol. 3 Issue (2014) pp. 1481-1485 [2] Rajeshwari Patil, Shweta Anoor, Shweta Desia and Mithun Kumar “Analysis and Design of Residential Building by using SAP-2000”. ” International Journal of Engineering Research & Technology Vol. 4 Issue 5 (2017) 2491-2497 [3] D. Ramya, A. V. S. Sai Kumar, “ Comparative study on design and analysis of multi-storeyed building (G+10) by STAAD PRO and ETABS software”, International journal of engineering science and research technology, Vol, 4, Issue 10, October,2015. [4] IS:456-2000 “Indian Standard code of practice for plain and reinforced Cement Concrete”, Bureau of Indian Standards, New Delhi. [5] IS: 1893-2016, Indian Standard Criteria for Earthquake Resistant design of Structures Part1-General provisions and buildings,(Sixth Revision), Bureau of Indian standards, New Delhi, India
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