2. Project members  S.Sarankokila (090404605025)  T.I.Nivetha (08010404605047)  S.Rajavenkatesh (090404605020) Under the Guidance of  Mr.R.Gopi, ME.,(PhD)., (Asst.Prof/Civil) KSRCE

3. DUCTILITY Ductility can be defined as the “ability of material to undergo large deformations without rupture before failure”. The property of the material or a structure indicating the extent to which it can deform beyond the limit of yield deformation before failure. The ratio of ultimate to yield deformation is defined as ductility.

4. Necessity of Ductile detailing as per IS 13920:1993 Ductile detailing is provided in structures so as to give them adequate toughness and ductility to resist severe earthquake shocks without collapse. Mild steel is an example of a ductile material that can be bent and twisted without rupture.

5. INDIAN SEISMIC MAP

6. PLAN OF THE BUILDING

8. DESIGN DATA

9. The Design data shall be as follows: Live load on Floors: 2.0 kN/m 2 (as per IS 875) Imposed load on Roof : 1.5 kN/m 2 (Roof is accessible- as per IS 875) Floor finish : 0.9 kN/m 2 Weathering coarse : 1.5kN/m 2 Location : BHUJ city Wind load : Not consider due to earthquake effects as per IS 456 – 2000, Table – 18. Concrete grade: M20 Steel grade: Fe415

10. Earthquake load : As per IS-1893 (Part 1) – 2002 Depth of foundation below ground : 1.5m Type of soil : Medium (fine grained sandy soil) Allowable bearing pressure : 130 kN/m 2 Storey height : 3.2 m Floors : G.F. + 3 upper floors. Ground beams : To be provided at 100 mm below G.L. Plinth level : 0.6 m Walls : 230 mm thick brick masonry wall only at periphery. Partition walls are 150mm thick. Size Of Column :300X500mm Size Of Beam :300X500mm, 300X400mm Plinth area : 267.4 m 2

11. ANALYSIS

12. LOAD COMBINATIONS As per IS 1893:2002 (Part – 1), Clause 6.1.3.2, In the limit state design of reinforced and prestressed concrete structures, the following load combinations shall be accounted : 1) 1.5( DL+lL) 2) 1.2( DL+IL+EL) 3) 1.2( DL+IL-EL) 4) 1.5( DL+EL) 5) 1.5( DL-EL) 6) 0.9DL+ 1.5EL 7) 0.9DL-1.5EL Totally 35 members (Columns & Beams) are analyzed and the results are Tabulated.

13. LOAD COMBINATION – 1 [1.5(DL+IL)]

14. LOAD COMBINATION – 2 [1.2(DL+IL+EL)]

15. LOAD COMBINATION – 3 [1.2(DL+IL-EL)]

16. LOAD COMBINATION – 4 [1.5(DL+EL)]

17. LOAD COMBINATION – 5 [1.5(DL-EL)]

18. LOAD COMBINATION-6 [0.9DL+1.5EL]

19. LOAD COMBINATION-7 [0.9DL-1.5EL]

20. RESULTS OF ANALYSIS UNDER 7 COMBINATIONS FOR BEAM DESIGN MEMB ER NO NODE NO FORCESLOAD CASE 1 LOAD CASE 2 LOAD CASE 3 LOAD CASE 4 LOAD CASE 5 LOAD CASE 6 LOAD CASE 7 10 12 Axial (KN) 405291359234319124209 Shear (KN) 6.8569.6-58.884.5-7682.7-77.7 Moment (KNm) 10.6110-93.4134-121131-123 13 Axial (KN) 388277345217302114199 Shear (KN) 6.8569.6-58.884.5-7682.7-77.7 Moment (KNm) -7.3-11394.8-137123-134125

21. RESULTS OF ANALYSIS UNDER 7 COMBINATIONS FOR COLUMN DESIGN MEMB ER NO NODE NO FORCESLOAD CASE 1 LOAD CASE 2 LOAD CASE 3 LOAD CASE 4 LOAD CASE 5 LOAD CASE 6 LOAD CASE 7 17 5 Axial (KN) 36.211449.913353.112342.3 Shear (KN) 82.649.182.94789.219.762 Moment (KNm) 59.81.4693.7-10.5105-29.585.8 10 Axial (KN) 36.211449.913353.112342.3 Shear (KN) -81.9-82.5-48.7-90.2-48-62.6-20.4 Moment (KNm) 57.986.66.3299.8-0.53280-20.3

22. RESULTS OF ANALYSIS UNDER 7 COMBINATIONS FOR FOOTING DESIGN MEMB ER NO FORCESLOAD COM 1 LOAD COM 2 LOAD COM 3 LOAD COM 4 LOAD COM 5 LOAD COM 6 LOAD COM 7 24 Axial (KN) 483.43640.36131.66653.12617.233518.69-117.2 Moment (KNm) 2.44785.464-81.526106.580-102.1105.70-103.03

23. STRUCTURAL DESIGN

24. DESIGN OF TYPICAL ROOF SLAB (S3) Room size = 3.05m x 4.87m ly/lx<2 Hence Two Way slab Design load = 9.0 KN/m 2 M x,M y < Mu(lim) Hence under reinforced section AREA OF STEEL FOR SHORTER SPAN = 269.60mm 2 Provide 8 # @ 180 mm c/c AREA OF STEEL FOR LONGER SPAN = 178.10 mm 2 Provide 8 # @ 280 mm c/c

25. REINFORCEMENT DETAILS SLAB NAME SLAB THICKNESS (mm) SHORTER SPANLONGER SPAN DIA OF BAR (mm) SPACING (mm) DIA OF BAR (mm) SPACING (mm) S110081408120 S210081208140 S310081808280 S421581908 S511081808190 S610082208120

26. SLAB REINFORCEMENT DETAILS

27. FLEXURAL MEMBERS 6.1 General These requirements apply to frame members resisting earthquake induced forces and designed to resist flexure. These members shall satisfy the following requirements. 6.1.1 The factored axial stress on the member - under earthquake loading shall not exceed 0.1 fck. 6.1.2 The member shall preferably have a - width-to-depth ratio of more than 0.3. 6.1.3 The width of the member shall not be less - than 200 mm. 6.1.4 The depth D of the member shall preferably be not more than 1/4 of the clear span.

28. DESIGN OF TYPICAL FLEXURAL MEMBERS Reinforcement at section 5 due to hogging moment = 105kNm (17 th member have be taken for design) d = 462.5mm Mu (lim) = 177.11kNm M u < Mu (lim) Hence the section is singly reinforced section Ast @ bottom = 436.45mm 2 Provide 1nos of 20mm dia + 2nos of 10mm dia (ast pro = 470 mm 2 ) Ast @ top = 661.84mm 2 provide 3nos of 16mm dia + 1nos of 10mm dia (ast pro = 681.9 mm 2 )

30. COLUMNS 7.1 General 7.1.1 These requirements apply to frame - members which have a factored axial stress in excess of 0.1 fck under the effect of earthquake forces. 7.1.2 The minimum dimension of the member - shall not be less than 200 mm. However, in frames which have beams with centre to centre span exceeding 5 m or columns of unsupported length exceeding 4 m, the shortest dimension of the column shall not be less than 300 mm. 7.1.3 The ratio of the shortest cross sectional - dimension to the perpendicular dimension shall preferably not be less than 0.4.

31. DESIGN OF TYPICAL COLUMNS Column With Uniaxial Bending Design : Size of the column = 300 mm × 500 mm Axial load = 405 KN (we have take10 th member) Moment = 134 KNm A sc = 1200 mm 2 Provided 6 nos of 16 dia. bars. V s = 67.19 KN Provided 8dia. @ 2 legged stirupps @ 300 mm c/c A sh = 62.18 mm 2 Use 10 mm dia bars (78.53 mm 2 ) @ spacing of 75×78.53/62.18 = 95mmc/c

32. COLUMN REINFORCEMENT DETAIL

33. FOOTING 7.4.2 When a column terminates into a footing or mat, special confining reinforcement shall extend at least 300 mm into the footing or mat.

34. DESIGN OF TYPICAL FOOTING Column size = 300X500mm SBC of soil = 130kN/m 2 at 1.5m depth Total load = 718.436 kN Size of footing = 3.8mX2.26m M uy = 276.75kNm M ux = 415.17kNm d = 257.99mm Steel parallel to longer direction Ast = 2642mm 2 Provide 16mmdia @14nos 0f 80mmc/c Steel parallel to shorter direction: Ast = 1822mm 2 Provide 16mmdia @12nos 0f 80mmc/c

35. Footing reinforcement details

37. CONCLUSION In this project, we have successfully completed the “DUCTILITY DESIGN OF REINFORCED CONCRETE APARTMENT BUILDING”. It has been designed as per IS 13920:1993, “Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces — Code of Practice” We have gained enough knowledge in Load calculation, Analysis, Structural design and Ductile detailing of Earthquake Resistant RC buildings subjected to Seismic forces. Finally ‘Earthquake not kills, but the building to do so…’ as per the words, in future we design the RC buildings having adequate Ductility.

38. REFERENCES IS 13920:1993, “Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces — Code of Practice “, BIS, New Delhi. IS 1893:2002(Part 1), “Criteria For Earthquake Resistant Design of Structures”, BIS, New Delhi. IS 456:2000, “Plain and Reinforced Concrete - Code of Practice, BIS, New Delhi. SP: 16, “Design Aids For Reinforced Concrete”, BIS, New Delhi.

39. Damodarasamy.S.R., Kavitha.S. “Basics of Structural Dynamics and Aseismic Design”, PHI Learning Pvt. Ltd., 2006. Dr. Ingle. R. K, Dr. Sudhir K Jain, “Explanatory Examples for Ductile Detailing of RC Buildings” IITK-GSDMA Project on Building Codes. Murthy.C.V.R., “Earthquake Tips - Learning Earthquake Design and Construction”, Indian Institute of Technology, Kanpur. Bhattacharyya.S.K, “Guidelines for earthquake resistant design and Evaluation of earthquake forces”, IIT, Kharagpur. Pankaj Agarwal, Manish Shrikhande, “Earthquake Resistant Design of Structures”, PHI Learning Pvt. Ltd., 2006.

40. E arthquake Not Kills But The B uilding to do so… THANK YOU