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By Dr. Attaullah Shah Swedish College of Engineering and Technology Wah Cantt. Reinforced Concrete Design-8 Design of 2 way Slabs.

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Presentation on theme: "By Dr. Attaullah Shah Swedish College of Engineering and Technology Wah Cantt. Reinforced Concrete Design-8 Design of 2 way Slabs."— Presentation transcript:

1 By Dr. Attaullah Shah Swedish College of Engineering and Technology Wah Cantt. Reinforced Concrete Design-8 Design of 2 way Slabs

2 One way vs Two way slab system As ≥ Temp. steel Min. Spacing ≥ ∅ main steel ≥ 4/3 max agg. ≥ 2.5 cm (1in) Max. Spacing ≤ 3 t ≤ 45 cm (17in) Min slab thickness = L>2S

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4 Shear Strength of Slabs In two-way floor systems, the slab must have adequate thickness to resist both bending moments and shear forces at critical section. There are three cases to look at for shear. Two-way Slabs supported on beams Two-Way Slabs without beams Shear Reinforcement in two-way slabs without beams

5 Shear Strength of Slabs Two-way slabs supported on beams The critical location is found at d distance from the column, where The supporting beams are stiff and are capable of transmitting floor loads to the columns.

6 Shear Strength of Slabs The shear force is calculated using the triangular and trapezoidal areas. If no shear reinforcement is provided, the shear force at a distance d from the beam must equal where,

7 Shear Strength of Slabs There are two types of shear that need to be addressed Two-Way Slabs without beams One-way shear or beam shear at distance d from the column Two-way or punch out shear which occurs along a truncated cone

8 Shear Strength of Slabs One-way shear or beam shear at distance d from the column Two-way or punch out shear which occurs along a truncated cone

9 Shear Strength of Slabs One-way shear considers critical section a distance d from the column and the slab is considered as a wide beam spanning between supports.

10 Shear Strength of Slabs Two-way shear fails along a a truncated cone or pyramid around the column. The critical section is located d/2 from the column face, column capital, or drop panel.

11 Shear Strength of Slabs If shear reinforcement is not provided, the shear strength of concrete is the smaller of: perimeter of the critical section ratio of long side of column to short side b o =  c =

12 Shear Strength of Slabs If shear reinforcement is not provided, the shear strength of concrete is the smaller of:  s is 40 for interior columns, 30 for edge columns, and 20 for corner columns.

13 Shear Strength of Slabs Shear Reinforcement in two-way slabs without beams. For plates and flat slabs, which do not meet the condition for shear, one can either - Increase slab thickness - Add reinforcement Reinforcement can be done by shearheads, anchor bars, conventional stirrup cages and studded steel strips.

14 Shear Strength of Slabs Shearhead consists of steel I-beams or channel welded into four cross arms to be placed in slab above a column. Does not apply to external columns due to lateral loads and torsion.

15 Shear Strength of Slabs Anchor barsconsists of steel reinforcement rods or bent bar reinforcement

16 Shear Strength of Slabs Conventional stirrup cages

17 Shear Strength of Slabs Studded steel strips

18 Shear Strength of Slabs The reinforced slab follows section in the ACI Code, where V n can not The spacing, s, can not exceed d/2. If a shearhead reinforcement is provided

19 Example Problem Determine the shear reinforcement required for an interior flat panel considering the following: V u = 195k, slab thickness = 9 in., d = 7.5 in., f c = 3 ksi, f y = 60 ksi, and column is 20 x 20 in.

20 Example Problem Compute the shear terms find b 0 for

21 Example Problem Compute the maximum allowable shear V u =195 k > k Shear reinforcement is need!

22 Example Problem Compute the maximum allowable shear So  V n >V u Can use shear reinforcement

23 Example Problem Use a shear head or studs as in inexpensive spacing. Determine the a for

24 Example Problem Determine the a for The depth = a+d = 41.8 in in. = 49.3 in.  50 in.

25 Example Problem Determine shear reinforcement The  V s per side is  V s / 4 = k

26 Example Problem Determine shear reinforcement Use a #3 stirrup A v = 2(0.11 in 2 ) = 0.22 in 2

27 Example Problem Determine shear reinforcement spacing Maximum allowable spacing is

28 Example Problem Use s = 3.5 in. The total distance is 15(3.5 in.)= 52.5 in.

29 Example Problem The final result: 15 stirrups at total distance of 52.5 in. So that a = 45 in. and c = 20 in.

30 Direct Design Method for Two-way Slab Minimum of 3 continuous spans in each direction. (3 x 3 panel) Rectangular panels with long span/short span 2 Method of dividing total static moment M o into positive and negative moments. Limitations on use of Direct Design method 1. 2.

31 Direct Design Method for Two-way Slab Limitations on use of Direct Design method Successive span in each direction shall not differ by more than 1/3 the longer span Columns may be offset from the basic rectangular grid of the building by up to 0.1 times the span parallel to the offset.

32 Direct Design Method for Two-way Slab Limitations on use of Direct Design method All loads must be due to gravity only (N/A to unbraced laterally loaded frames, from mats or pre-stressed slabs) Service (unfactored) live load 2 service dead load 5. 6.

33 Direct Design Method for Two-way Slab For panels with beams between supports on all sides, relative stiffness of the beams in the 2 perpendicular directions. Shall not be less than 0.2 nor greater than 5.0 Limitations on use of Direct Design method 7.

34 Definition of Beam-to-Slab Stiffness Ratio,  Accounts for stiffness effect of beams located along slab edge reduces deflections of panel adjacent to beams.

35 Definition of Beam-to-Slab Stiffness Ratio,  With width bounded laterally by centerline of adjacent panels on each side of the beam.

36 Two-Way Slab Design Static Equilibrium of Two-Way Slabs Analogy of two-way slab to plank and beam floor Section A-A: Moment per ft width in planks Total Moment

37 Two-Way Slab Design Static Equilibrium of Two-Way Slabs Analogy of two-way slab to plank and beam floor Uniform load on each beam Moment in one beam (Sec: B-B)

38 Two-Way Slab Design Static Equilibrium of Two-Way Slabs Total Moment in both beams Full load was transferred east-west by the planks and then was transferred north-south by the beams; The same is true for a two-way slab or any other floor system.

39 Basic Steps in Two-way Slab Design Choose layout and type of slab. Choose slab thickness to control deflection. Also, check if thickness is adequate for shear. Choose Design method − Equivalent Frame Method- use elastic frame analysis to compute positive and negative moments − Direct Design Method - uses coefficients to compute positive and negative slab moments

40 Basic Steps in Two-way Slab Design Calculate positive and negative moments in the slab. Determine distribution of moments across the width of the slab. - Based on geometry and beam stiffness. Assign a portion of moment to beams, if present. Design reinforcement for moments from steps 5 and 6. Check shear strengths at the columns

41 Minimum Slab Thickness for two-way construction Maximum Spacing of Reinforcement At points of max. +/- M: Min Reinforcement Requirements

42 Distribution of Moments Slab is considered to be a series of frames in two directions:

43 Distribution of Moments Slab is considered to be a series of frames in two directions:

44 Distribution of Moments Total static Moment, M o where

45 Column Strips and Middle Strips Moments vary across width of slab panel Design moments are averaged over the width of column strips over the columns & middle strips between column strips.

46 Column Strips and Middle Strips Column strips Design w/width on either side of a column centerline equal to smaller of l 1 = length of span in direction moments are being determined. l 2 = length of span transverse to l 1

47 Column Strips and Middle Strips Middle strips: Design strip bounded by two column strips.

48 Positive and Negative Moments in Panels M 0 is divided into + M and -M Rules given in ACI sec

49 Moment Distribution

50 Positive and Negative Moments in Panels M 0 is divided into + M and -M Rules given in ACI sec

51 Longitudinal Distribution of Moments in Slabs For a typical interior panel, the total static moment is divided into positive moment 0.35 M o and negative moment of 0.65 M o. For an exterior panel, the total static moment is dependent on the type of reinforcement at the outside edge.

52 Distribution of M 0

53 Moment Distribution The factored components of the moment for the beam.

54 Transverse Distribution of Moments The longitudinal moment values mentioned are for the entire width of the equivalent building frame. The width of two half column strips and two half-middle stripes of adjacent panels.

55 Transverse Distribution of Moments Transverse distribution of the longitudinal moments to middle and column strips is a function of the ratio of length l 2 /l 1,  1, and  t.

56 Transverse Distribution of Moments Transverse distribution of the longitudinal moments to middle and column strips is a function of the ratio of length l 2 /l 1,  1, and  t. torsional constant

57 Distribution of M 0 ACI Sec For spans framing into a common support negative moment sections shall be designed to resist the larger of the 2 interior M u ’s ACI Sec Edge beams or edges of slab shall be proportioned to resist in torsion their share of exterior negative factored moments

58 Factored Moment in Column Strip Ratio of flexural stiffness of beam to stiffness of slab in direction l 1. Ratio of torsional stiffness of edge beam to flexural stiffness of slab(width= to beam length) tt 

59 Factored Moment in an Interior Strip

60 Factored Moment in an Exterior Panel

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62 Factored Moment in Column Strip Ratio of flexural stiffness of beam to stiffness of slab in direction l 1. Ratio of torsional stiffness of edge beam to flexural stiffness of slab(width= to beam length) tt 

63 Factored Moment in Column Strip Ratio of flexural stiffness of beam to stiffness of slab in direction l 1. Ratio of torsional stiffness of edge beam to flexural stiffness of slab(width= to beam length) tt 

64 Factored Moment in Column Strip Ratio of flexural stiffness of beam to stiffness of slab in direction l 1. Ratio of torsional stiffness of edge beam to flexural stiffness of slab(width= to beam length) tt 

65 Factored Moments Factored Moments in beams (ACI Sec ) Resist a percentage of column strip moment plus moments due to loads applied directly to beams.

66 Factored Moments Factored Moments in Middle strips (ACI Sec ) The portion of the + M u and - M u not resisted by column strips shall be proportionately assigned to corresponding half middle strips. Each middle strip shall be proportioned to resist the sum of the moments assigned to its 2 half middle strips.

67 ACI Provisions for Effects of Pattern Loads The maximum and minimum bending moments at the critical sections are obtained by placing the live load in specific patterns to produce the extreme values. Placing the live load on all spans will not produce either the maximum positive or negative bending moments.

68 ACI Provisions for Effects of Pattern Loads The ratio of live to dead load. A high ratio will increase the effect of pattern loadings. The ratio of column to beam stiffness. A low ratio will increase the effect of pattern loadings. Pattern loadings. Maximum positive moments within the spans are less affected by pattern loadings

69 Reinforcement Details Loads After all percentages of the static moments in the column and middle strip are determined, the steel reinforcement can be calculated for negative and positive moments in each strip.

70 Reinforcement Details Loads Calculate R u and determine the steel ratio , where  =0.9. A s =  bd. Calculate the minimum A s from ACI codes. Figure is used to determine the minimum development length of the bars.

71 Minimum extension for reinforcement in slabs without beams(Fig )

72 Moment Distribution The factored components of the moment for the beam.

73 Transverse Distribution of Moments The longitudinal moment values mentioned are for the entire width of the equivalent building frame. The width of two half column strips and two half-middle stripes of adjacent panels.

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77 Limitations of Direct Design Method

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