Seismic Detailing of RC Structures (IS: )
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1 Seismic Detailing of RC Structures (IS: ) Sudhir K Jain Indian Institute of Technology Gandhinagar November
2 Outline This lecture covers: Covers important clauses of IS13920 With particular emphasis on Buildings Many important clauses applicable to buildings may not be discussed in this lecture in detail. Slide 2
3 How to ensure ductility Correct collapse mechanism Adequate ductility at locations likely to form hinge in collapse mechanism Need sufficient member ductility to ensure adequate structural ductility. Prevent brittle failure mechanisms to take place prior to ductile yielding Slide 3
4 Collapse Mechanism Storey Mechanism Columns require too much ductility Columns are difficult to make ductile Slide 4
5 Collapse Mechanism Beam Hinge Mechanism (Sway Mechanism) Preferred mechanism Ensure that beams yield before columns do Strong Column Weak Beam Design Slide 5
6 R C Members Bond Failure: Brittle Shear Failure: Brittle Flexural Failure Brittle: if over-reinforced section (compression failure) Ductile: if under-reinforced section (tension failure) Hence, Ensure that Bond failure does not take place Shear failure does not precede flexural yielding Beam is under-reinforced. Slide 6
7 Failure of RC Section Yielding of tension bars Ductile Tension failure Under-reinforced section Crushing of compression concrete Brittle Compression failure Over-reinforced section Slide 7
8 R C Section Tension failure more likely if: Less tension reinforcement More compression reinforcement Higher grade of concrete Lower grade of steel Lower value of axial compression Slide 8
9 Section ductility increases as Grade of concrete improves Grade of steel reduces Tension steel reduces Compression steel increases Axial compression force reduces Generally, columns are less ductile than beams Slide 9
10 Capacity Design Concept Brittle Link Ductile Link The chain has both ductile and brittle elements. To ensure ductile failure, we must ensure that the ductile link yields before any of the brittle links fails. Slide 10
11 Capacity Design Concept (contd ) Assess required strength of chain from code. Apply suitable safety factors on load and material Design/detail ductile element(s). Assess upper-bound strength of the ductile element Design brittle elements for upper-bound load Ensures that brittle elements are elastic when the ductile elements yield. Slide 11
12 Capacity Design Concept (contd ) For instance, in a RC member Shear failure is brittle Flexural failure can be made ductile Element must yield in flexure and not fail in shear Slide 12
13 Capacity Design of Frames Choose yield mechanism Locate desirable hinge locations Estimate reasonable design seismic force on the building Design the members at hinge locations (upper bound type) Assess the member forces at other locations under the action of capacity force Design other locations for that force; need not detail these for high ductility Slide 13
14 Materials in RC Members Concrete and steel have very different characteristics Steel ductile: strain capacity: ~12% to 25% Concrete brittle: strain capacity: ~0.35% HYSD Mild Steel 20-25% 0.35% Slide 14
15 Confinement of concrete Considerably improves its strain capacity Stress-strain relationship for concrete proposed by Saatcioglu and Razvi, (1992) Slide 15
16 Confinement of Column Sections Fig. from Paulay and Priestley, 1992 Slide 16
17 Main Steps Weak Girder Strong Column Philosophy Shear Failure Prevented by Special Calculations (Capacity Design Method) Good Development Length Regions Likely to have Hinges Confined with Closely-spaced and Closed Stirrups Slide 17
18 Applicability of Code (Cl ) Originally, this code was applicable for: All structures in zones IV or V Structures in zone III with I > 1.0 Industrial structures in zone III More than 5-storey structures in zone III After the Bhuj earthquake, the code made applicable to all structures in zones III, IV and V. Even though the code title says structures, it was written primarily for buildings. Slide 18
19 Background Materials The code emerged from the following. These also provide commentary: Medhekar M S, Jain S K and Arya A S, "Proposed Draft for IS:4326 on Ductile Detailing of Reinforced Concrete Structures," Bulletin of the Indian Society of Earthquake Technology, Vol 29, No. 3, September 1992, Medhekar M S and Jain S K, "Seismic Behaviour, Design, and Detailing of R.C. Shear Walls, Part I: Behaviour and Strength," The Indian Concrete Journal, Vol. 67, No. 7, July 1993, Medhekar M S and Jain S K, "Seismic Behaviour, Design, and Detailing of R.C. Shear Walls, Part II: Design and Detailing," The Indian Concrete Journal, Vol. 67, No. 8, September 1993, Slide 19
20 Concrete Grade Originally, as per Cl.5.2: buildings more than 3 storeys high, minimum concrete grade shall preferably be M20. Now, word preferably has been dropped. Most codes specify higher grade of concrete for seismic regions than that for non-seismic constructions. Examples: ACI allows M20 for ordinary constructions, but a minimum of M25 for aseismic constructions. Euro code allows M15 for non seismic, but requires a min grade of M20 for low-seismic and M25 for medium and high seismic regions. Slide 20
21 Steel Grade (Cl. 5.3) Originally, the code required that steel reinforcement of grade Fe415 or less only be used. Higher grade of steel reduces ductility. Hence, there is usually an upper limit on grade of steel required. Slide 21
22 Steel Grade (Contd ) Recently, the code relaxed this requirement. Cl.5.3 now reads as 5.3 Steel reinforcements of grade Fe415 (see IS 1786:1985) or less only shall be used. However, high strength deformed steel bars, produced by the thermo-mechanical treatment process, of grades Fe500 and Fe550, having elongation more than 14.5 percent and conforming to other requirements of IS 1786:1985 may also be used for the reinforcement. Thus, higher grades of steel are now allowed in the Indian code subject to the above restrictions on ductility of bars. Slide 22
23 Steel Grade (Contd ) ACI has two additional requirements on steel reinforcement: Actual yield strength must not exceed specified yield strength by more than 120 MPa. The shear or bond failure may precede the flexural hinge formation. If the difference is very high, the capacity design concept will not work. Ratio of actual ultimate strength to actual yield strength should be at least To develop inelastic rotation capacity, need adequate length of yield region along axis of the member. This attempts to ensure that. Slide 23
24 Flexural Members Slide 24
25 Positive Reinforcement At a joint face, positive reinforcement should be at least 50% of the negative reinf. Negative steel (A t ) Negative steel (A t ) Positive steel (A b 0.5A t ) Positive steel (A b 0.5A t ) Two reasons: Need adequate compression reinforcement to ensure ductility. Seismic moments are reversible. See next slide. Slide 25
26 Reinforcement Elsewhere (Cl ) Steel at top and bottom face anywhere should be at least 25% of max negative moment steel at face of either joint. 8 Nos 20 Min 3 Nos Nos 20 Min 4 Nos 20 Min 6 Nos 20 Slide 26
27 Reinforcement (Contd ) Reasons: Actual moments away from joint may be higher than the design moment. We do not want to reduce large amount of steel abruptly away from the joint. Slide 27
28 External Joint of Beam with Column Very important to ensure adequate anchorage of beam bars in the column Slide 28
29 External Joint (Contd ) Notice the top bar of beam is shown to go into column well below soffit of the beam. This is a problem in the construction. One would cast the columns up to beam soffit level before fixing the beam reinforcement. Problem arises since Indian code does not require minimum column width. If column is wide enough, this will not be a problem. Seismic codes generally require column width to be at least 20 times the largest beam bar dia. More on column width later in the section on joints. Slide 29
30 Lap Splice (Cl ) Lap length development length in tension Due to reversal of seismic loads, the bar could be in compression or tension. Lap splice not to be provided Within a joint Within a distance of 2d from joint face Within a quarter length of member where yielding may occur due to seismic forces. Lap splices are not reliable under cyclic inelastic deformations and hence not to be provided in the critical regions. Slide 30
31 Lap Splice (Contd ) Wherever longitudinal bar splices are provided: not more than 150 mm c/c should be provided over the entire splice length L d = development length in tension d b = bar diameter Slide 31
32 Web Reinforcement Most important requirement in seismic regions Slide 32
33 Web Reinforcement (Contd ) Several actions by web reinforcement: Shear force capacity Confinement of concrete Lateral support to compression reinforcement bars Slide 33
34 Web Reinforcement (Contd ) Vertical hoops Shear direction may reverse during earthquake shaking Hence, inclined bars not effective. Closed stirrups Open stirrups cannot confine concrete 135 degree hooks As against normal 90 degree hooks Provides good anchorage to stirrups 10 dia extension ( 75 mm) As against 4 dia extension Provides good anchorage. Slide 34
35 Web Reinforcement (Contd ) Two pieces allowed: U-stirrup and a cross tie Both with 135 degree hooks at either end. This is more conservative than the ACI Code See next slide for ACI provision. Slide 35
36 Hoops as per ACI318 Slide 36
37 Spacing of Hoops Hoop spacing over 2d length at either end of beam not to exceed d/4 8 times dia of smallest longitudinal bar Spacing >d/4 >8d b 2d 2d 2d Slide 37
38 Spacing of Hoops (Contd ) But, hoop spacing need not be less than 100 mm To ensure space for needle vibrator. Also, close spacing of hoops over 2d on either side of any other location where flexural yielding is likely Elsewhere, hoop spacing to not exceed d/2 As against 3d/4 permitted by IS:456 First hoop should be placed within 50 mm of the joint face. Slide 38
39 Shear Design Shear reinforcement to be designed for: Factored shear forces as per calculations for applied design loads. Shear forces that will develop when flexural yielding takes place at either end of the beam Capacity design concept to ensure shear failure (brittle failure) will not precede the flexural yielding. Slide 39
40 Capacity Design for Shear Cantilever Beam Example Factored design load 100 kn, Height of 5m Design moment at base =100 x 5 = 500 knm Design for this moment. Generally, the actual reinforcement may be somewhat higher than calculated. Say the moment capacity of the section is 600 knm (instead of 500 knm). 100kN (Factored Design Load) 5m Slide 40
41 Cantilever example (Contd ) Design assumes steel stress as 0.87f y (due to partial safety factor of 1.15) But, steel can take upto say 1.25f y (due to strain hardening). Hence, section can take moment upto about 860 knm (= 600x1.25/0.87). When moment at base is 860 knm, the shear force must be 172 kn (= 860/5). Hence, to prevent shear failure prior to flexural yielding, design shear force is 172 kn As against 100 kn factored shear force! Slide 41
42 Capacity Design (Contd ) Ratio 1.25 / 0.87 = 1.44 has been rounded off to 1.4 in the code (Cl. 6.33) Slide 42
43 Capacity Design for Shear Consider beam part of a frame. EQ Force Sagging Hogging EQ Force Hogging Sagging Flexural yielding will be in sagging at one end and hogging at the other end, and vice versa. Slide 43
44 Capacity Design for Shear (Contd ) M SA M HB L Shear force = M SA + M HB L M HA M SB L Shear force = M HA + M SB L Slide 44
45 Capacity Design for Shear (Contd ) Slide 45
46 Example D L D L 1.2 D L Va Vb 61. 5kN 2 ' M pa 231 ' M pb 295 M ' pa L M ' pb 105 (V a ) min = = kn (V b ) max = = kn Slide 46
47 Example (Contd ) M pa 303 M ' pb 209 M pa L M ' mb 102 (V a ) max = = kn (V b ) min = = 40.5 kn Design shear reinforcement for these shear force values as usual. Slide 47
48 Detailing Reqmnts for Beams Slide 48
49 Columns Slide 49
50 Location of Lap Splices All laps should be only in the central half of the column height. Seismic moments are maximum in columns just above and just below the beam: hence, reinforcement must not change at those locations. Seismic moments minimum in the central half of the column height. Hence, reinforcement should be specified from mid-storey-height to next mid-storey-height. Slide 50
51 Locations of Laps in Columns Region for lap splices Bending Moment Diagram Slide 51
52 Lap Splices Should be proportioned as tension splices. Columns may develop substantial moments. The moments are reversible in direction. Hence, all bars are liable to go under tension. Slide 52
53 No of bars to be lapped Code does not allow more than 50% of the bars to lapped at the same location. For buildings of normal proportions, it means: Half the bars to be spliced in one storey, and the other half in the next storey. Construction difficulties. The clause appears to be very harsh. It should allow all bars to be lapped at the same location but with a penalty on the lap length. Slide 53
54 Detailing at Lap Locations Hoops to be provided over entire splice length at spacing not exceeding 150 c/c. Slide 54
55 Transverse Reinforcement A hoop must be (Cl ): Closed stirrup Have 135 degree hook Have 10 dia extension (but not less than 75mm) at each end which is embedded in core concrete. 10 dia extension: difficulties in construction ACI now allows 6 dia extension (subject to a minimum of 75 mm). Slide 55
56 Transverse Reinforcement If length of any side of hoop exceeds 300mm, cross tie to be provided (Cl ) Slide 56
57 Transverse Reinforcement (Contd ) Slide 57
58 As per ACI318 Slide 58
59 Spacing of Hoops (Cl ) Spacing of hoops anywhere not to exceed half the least lateral dimension of the column. Except where confinement reinforcement is needed: closer spacing will be needed there. Slide 59
60 Shear Design Column to be designed for larger of Calculated factored shear force. Shear force by capacity design concept assuming plastic hinge forms at the beams on either side. It is assumed in this clause that the columns will not yield before the beams do (Strong Column Weak Beam Design) However, recall that our code does not have the clause for strong column weak beam design. Slide 60
61 Design Shear Force for Column Slide 61
62 Special Confining Reinf. Must be provided over a length l o from each joint face. Length l o must be larger of: Larger lateral dimension of the column 1/6 of the clear span of member 450mm Slide 62
63 Special Confining Reinf. (Contd ) If point of contraflexure not within middle half of the member clear height: Special confining reinforcement should be provided over full column height. Slide 63
64 Column End at Footing Slide 64
65 Spacing of Special Conf. Reinf. Spacing of hoops for special confinement reinforcement Not to exceed ¼ of minimum column dimension. But need not be less than 75mm nor more than 100 mm. The above spacing is really for buildings. For large bridge piers, may allow larger spacing AASHTO: minimum spacing of 100mm Japanese code: minimum spacing of 150mm Indian code needs to incorporate this. Slide 65
66 Confinement Reinf. Area Area of cross section of circular hoops or spirals to be not less than: A sh 0.09SD k f f ck y A A g k 1.0 Slide 66
67 Example: Column dia: 300 mm M20 concrete, Fe415 reinforcement Spacing of confinement reinforcement should not exceed 300/4 = 75, or 100mm and cannot be less than75mm. Hence, spacing of confinement reinf. = 75 mm Assuming clear cover of 40mm: Core dia (D k ) is 220mm; A k =38,000 sq.m Overall dia = 300mm; A g =70,700 sq.m A sh = 0.09 x 75 x 220 x (20/415) x [(300/220 )2-1] = 61.5 sq.mm Hence, 10 mm dia bars are needed. Slide 67
68 Another Example: Same as earlier: change column dia to 200mm. Stirrup spacing will still be 75mm. Core dia is 120mm A sh = 0.09 x 75 x 120 x (20/415) x [(200/120 )2-1] = 69.4 sq.mm Need 10 mm stirrups. Same as earlier: change column dia to 150mm. Stirrup spacing will still be 75mm. Core dia is 70mm A sh = 0.09 x 75 x 70 x (20/415) x [(150/70 )2-1] = 81.8 sq.mm Need 12 mm dia stirrups!! Slide 68
69 Confinement Reinforcement The last term in bracket tends to increase as the column size reduces. For very small sections, you will get larger dia bars. Can be a problem in the detailing of boundary elements of shear walls. Slide 69
70 More Example Same as earlier: change column dia to 2000mm. Stirrup spacing will now be 100mm. Core dia is 1920mm A sh = 0.09 x 100 x 1920 x (20/415) x [(2000/1920 )2-1] = sq.mm Need 10 mm stirrups!! Clearly, too small for 2 m dia column. Slide 70
71 Confinement Reinforcement For very large diameters, the last term in bracket tends to be very small. This leads to under-design of large diameter bridge piers. Slide 71
72 Rectangular Hoops A sh 0.18Sh f f ck y A A g k 1.0 Slide 72
73 Confinement Hoops Thus, equations of Cl and Cl break down for very large sections and very small sections. This needs to be fixed in the code. IRC draft under discussion provides additional requirements on this. Slide 73
74 Beam Column Joints Slide 74
75 Joints in RC Frames Moment resisting frame has three components Beams Columns Rigid joint between beams and columns. Joint is a very important element. Earlier, joint was often ignored in RC constructions, even though in steel constructions adequate attention was always paid to the joint. Slide 75
76 Codal Provisions Provisions in IS:13920 on joints are very weak. Considerable improvements are needed in the next edition. Partly, this is because IS:456 lacks general framework for joint calculations. Slide 76
77 Reinforcement in Joint Joint too needs to have stirrups like columns do. In most constructions in our country, joints are not provided with stirrups. It is often tedious to provide stirrups in joint due to congestion. In gravity design, there was a practice that bottom beam bars need not be continuous through the joint. It is simply not acceptable when building has to carry lateral loads. Slide 77
78 RC Detailing Handbook of BIS Incorrect Practice Slide 78
79 Issues Serviceability Cracks should not occur due to Diagonal compressionm Joint shear Strength Should be more than that in adjacent members Ductility Not needed for gravity loads Needed for seismic loads Ease of Construction Should not be congested. Slide 79
80 Cracks in Joint Region Slide 80
81 Type of Joints Slide 81
82 Geometric Description of Joints Slide 82
83 Moment Strength Ratio Moment strength ratio to ensure Strong Column Weak Beam Columns should have higher moment capacity than the beams M M n( cols ) n( beams ) 1.0 Normally, the codes require this ratio to be at least 1.2 Slide 83
84 Moment Strength Ratio (Contd ) Our code does not have this requirement. Notice that the original draft contained in Medhekar s paper had this clause This clause requires much larger column sizes than prevalent in India. It was felt that this may not be followed in practice and hence it should be deferred for the time being. It is perhaps time to think of bringing this clause in the code. Slide 84
85 Confinement of Concrete Core Core concrete acts as compression strut, and It carries shear force. core shell Slide 85
86 Compression Strut Compression Strut Moment Moment Slide 86
87 Confinement Provided by the beams (and slabs) around the joint, and Col. By the reinforcement: Longitudinal bars (from beams and columns, passing through the joint), and Transverse reinforcement Plan Slide 87
88 Confinement (Contd ) Better to provide more number of smaller dia longitudinal bars in beams and columns. Requirements on transverse reinforcement reduced if joint is confined by beams on all faces. Slide 88
89 IS:13920 Unless the joint is confined by beams, special confinement reinforcement provided in the columns to also be provided in joint. If beams frame on all four faces of the joint, the joint may be provided half the reinforcement given above. This is provided: Beam widths are at least ¾ column width. Spacing of hoops in the joint region not to exceed 150 mm. Slide 89
90 Shear Force in Joint Slide 90
91 Shear Force in Joint (Contd ) Slide 91
92 Shear Strength Indian code does not require shear strength of joint to be checked. This should be introduced. ACI and other codes provide a formal method to check shear stress within the joint region. Slide 92
93 Anchorage for Longitudinal Bars Joints should be capable of providing anchorage to beam and column bars. Slide 93
94 External Joints ACI has standard hooks. Hence, the column width is checked to ensure anchorage. l dh f 65 y d f b ' c l Slide 94
95 Bar Stresses Gravity Loads Lateral Loads Under Lateral Loads Slide 95
96 Internal Joints Codes usually requi Seismic Codes usually require that Column Width Beam Bar Diameter 20 Slide 96
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