bending stresses in beams beams are subjected to bending moment and shearing forces which vary from...

BENDING STRESSES IN BEAMS

Beams are subjected to bending moment and shearing forces which vary from section to section. To resist the bending moment and shearing force, the beam section develops stresses.

Bending is usually associated with shear. However, for simplicity we neglect effect of shear and consider moment alone ( this is true when the maximum bending moment is considered---- shear is ZERO) to find the stresses due to bending. Such a theory wherein stresses due to bending alone is considered is known as PURE BENDING or SIMPLE BENDING theory.

Example of pure bending

W W

SFD-

+

a aA B

VA= W VB= W

C D

BMD

Wa Wa

+Pure bending between C & D

BENDING ACTION:

Sagging

M

NEUTRAL AXIS

NEUTRAL LAYERσc

Neutral Axisσt

Hogging

σc

Neutral Axis

σt

Neutral layer

BENDING ACTION

•Sagging-> Fibres below the neutral axis (NA) get stretched -> Fibres are under tension

•Fibres above the NA get compressed -> Fibres are in compression

•Hogging -> Vice-versa

•In between there is a fibre or layer which neither undergoes tension nor compression. This layer is called Neutral Layer (stresses are zero).

•The trace of this layer on the c/s is called the Neutral Axis.

Assumptions made in Pure bending theory

1) The beam is initially straight and every layer is free to expand or contract.

2) The material is homogenous and isotropic.

3) Young’s modulus (E) is same in both tension and compression.

4) Stresses are within the elastic limit.

5) The radius of curvature of the beam is very large in comparison to the depth of the beam.

6) A transverse section of the beam which is plane before bending

will remain plane even after bending.

7) Stress is purely longitudinal.

Note:

homogeneous: of the same kind throughout

Isotropic: of equal elastic properties in all directions.

BS 7

Longitudinal axis

w1

A transverse section of the beam = the cross section of the beam

DERIVATION OF PURE BENDING EQUATION

Relationship between bending stress and radius of curvature.PART I:

Consider the beam section of length “dx” subjected to pure bending. After bending the fibre AB is shortened in length, whereas the fibre CD is increased in length.

In b/w there is a fibre (EF) which is neither shortened in length nor increased in length (Neutral Layer).

Let the radius of the fibre E'F′ be R . Let us select one more fibre GH at a distance of ‘y’ from the fibre EF as shown in the fig.

EF= E'F′ = dx = R dθ

The initial length of fibre GH equals R dθ

After bending the new length of GH equals

G'H′= (R+y) dθ

= R dθ + y dθ

Change in length of fibre GH = (R dθ + y dθ) - R dθ = y dθ

Therefore the strain in fibre GH

Є= change in length / original length= y dθ/ R dθ

Є = y/R

If σ ь is the bending stress and E is the Young’s modulus of the material, then strain

Є = σ ь/E

σ ь /E = y/R => σ ь = (E/R) y---------(1)

σ ь = (E/R) y => i.e. bending stress in any fibre is proportional to the distance of the fibre (y) from the neutral axis and hence maximum bending stress occurs at the farthest fibre from the neutral axis.

Note: Neutral axis coincides with the horizontal centroidal axis of the cross section

N A

σc

σt

on one side of the neutral axis there are compressive stresses and on the other there are tensile stresses. These stresses form a couple, whose moment must be equal to the external moment M. The moment of this couple, which resists the external bending moment, is known as moment of resistance.

Moment of resistance

σc

Neutral Axisσt

Moment of resistance

Consider an elemental area ‘da’ at a distance ‘y’ from the neutral axis.

The force on this elemental area = σ ь × da

= (E/R) y × da {from (1)}

The moment of this resisting force about neutral axis =

(E/R) y da × y = (E/R) y² da

day

N A

Total moment of resistance offered by the beam section,

M'= (E/R) y² da

= E/R y² da

y² da =second moment of the area =moment of inertia about the neutral axis.

M'= (E/R) INA

For equilibrium moment of resistance (M') should be equal to applied moment M

i.e. M' = M

Hence. We get M = (E/R) INA

(E/R) = (M/INA)--------(2)

From equation 1 & 2, (M/INA)= (E/R) = (σ ь /y) ----

BENDING EQUATION.

(Bernoulli-Euler bending equation)

Where E= Young’s modulus, R= Radius of curvature, M= Bending moment at the section,

INA= Moment of inertia about neutral axis,

σ ь= Bending stress

y = distance of the fibre from the neutral axis

(M/I)=(σ ь /y)

or σ ь = (M/I) y

Its shows maximum bending stress occurs at the greatest distance from the neutral axis.

Let ymax = distance of the extreme fibre from the N.A.

σ ь(max) = maximum bending stress at distance ymax

σ ь(max) = (M/I) y max

where M is the maximum moment carrying capacity of the section,

SECTION MODULUS:

M = σ ь(max) (I /y max)

M = σ ь(max) (I/ymax) = σ ь(max) Z

Where Z= I/ymax= section modulus (property of the section) Unit ----- mm3 , m3

(1) Rectangular cross section

Z= INA/ ymax

=( bd3/12) / d/2

=bd2/6

section modulus

b

N A

Y max=d/2

d

(2) Hollow rectangular section

Z= INA / ymax

=1/12(BD3-bd3) / (D/2)

=(BD3-bd3) / 6D

(3) Circular sectionZ= INA / ymax

=(d4/64) / (d/2)

= d3/ 32

B

bD/2

Ymax=D/2

d/2 D

N A

d

N AY max=d/2

(4) Triangular section

b

hN A

Y max = 2h/3Z = INA / Y max

=(bh3 /36) / (2h/3)

=bh2/24

h/3

(1) Calculate the maximum UDL the beam shown in Fig. can carry if the bending stress at failure is 50 MPa & factor of safety to be given is 5.

NUMERICAL PROBLEMS

w / unit run

5 m

200 mm

300 mm

Maximum stress = 50 N/mm²

Allowable (permissible) stress = 50/5 =10 N/mm2

NAb

b

NA

Iy

M

yI

M

Moment of resistance or moment carrying capacity of the beam = M'

External Bending moment

NAb I

yM

max

maxmax

External maximum Bending moment Maximum Moment of resistance or

maximum moment carrying capacity of the beam = M'

σbmax

Ymax

σb will be maximum when y = ymax and M = Mmax

We have to consider section of the beam where the BM is max, and stress should be calculated at the farthest fibre from the neutral axis.

E/R=M/INA= σ b/y

M/INA= σ b/y =>

INA = bd³/12= (200× 300³)/12= 45 × 107 mm4

Ymax= d/2=300/2= 150 mm

BMmax =wl²/8= w ×(5000) ²/8

(w × 5000²/8) / 45 × 107 = 10/150

w= 9.6 N/mm = 9.6 kN/m

(2) For the beam shown in Fig. design a rectangular section making the depth twice the width. Max permissible bending stress = 8 N/mm² .Also calculate the stress values at a depth of 50mm from the top & bottom at the section of maximum BM.

b

d=2b2.5 m 3.5 m

9 KN

12 KN/m

A B

MA=0

(12×6 × 3) + (9 × 2.5) -VB × 6 = 0

VB= 238.5/6 =39.75 kN

ΣFy = 0

VA + VB=(12 ×6)+ 9

VA= 41.25 kN

9 KN

39.75 kN

41.25 kN

11.25 kN

2.25 kN+

-

2.5 m 3.5 m

12 KN/m

A BC

Max. bending moment will occur at the section where the shear force is zero. The SFD shows that the section having zero shear force is available in the portion BC. Let that section be X-X, considered at a distance x from support B as shown below. The shear force at that section can be calculated as

2.5 m 3.5 m

12 KN/m

A B

X

xX-VB+12 x =0

i.e. -39.75+12x=0

x = 39.75/12 =3.312 m.

BM is max @ 3.312m from B.

BM@xx = 39.75×3.31 - 12×3.31×(3.31)/2

= 65.84 kN-m = 65.84× 10 6 N mm

Now M/I NA= σb/y

65.84×106/(b×(2b)3/12) = 8/b

b³= 1.5×8.23×106

b= 231.11 mm , d= 2b= 462.22 mm

231.11mm

231.11

231.11

462.22mm

8 N/mm2

8 N/mm2

50 mm

50 mm

σc

σt

From similar triangles,

8/ 231.11 = σc/(231.11-50) = σt / (231.11-50)

σc = 6.27 N/ mm2( compressive) & σt = 6.27 N/ mm2(tensile)

N A

(3)A Rolled Steel Joist (RSJ) of 200mm × 450 mm of 4m span is simply supported on its ends. The flanges are strengthened by two 300mm× 20mm plates one riveted to each flange. The second moment of the area of the RSJ equals 35060×104 mm4. Calculate the load the beam can carry for the following cases, if the bending stress in the plates is not to exceed 120 MPa, (a) greatest central concentrated load (b) maximum UDL throughout the span

300

450

20

20

200

4mRSJ

INA=I NA(RSJ)+MI due to plates about NA

= (35060 × 104 )+2 [(300 ×(20)³/12+300 × 20 ×(235)²]

=1.01 × 109 mm4

300

450

20

20

200

N A

245 mm

245 mm

(a) M/INA= σ b/Y [Mmax=PL/4]

Ymax = (450+2 ×20) /2= 245mm

σ =120N/mm2

(P ×4000) / 4 (1.01 ×109)=120/245

P = 4.95×105 N

(b) M/INA= σ b/Y [Mmax= wl2/8]

Ymax = (450+2 ×20) /2= 245mm

w = 247.35 N/ mm = 247.35 KN/m

(4) An I section beam has 200 mm wide flanges and an overall depth of 500 mm. Each flange is 25 mm thick and the web is 20 mm thick. At a certain section the BM is ‘M.’ Find what percentage of M is resisted by flanges and the web.

200

500

25

20

The moment of resistance (moment carrying capacity )of the entire section is given by

M/INA= σmax /ymax

M=( σmax × INA ) /ymax = (σmax × 7.14 × 108) /250

=2.86 × 106 σmax

INA=2[(200 × 25³/12)+200×25 × (237.5)²] +(20× (450)³/12)

=7.14 × 108 mm4

σmax

250

Y

σ

σmax

y 250

Consider an element of thickness dy at a distance of y from neutral axis

Let σmax be the extreme fibre stress( maximum bending stress)

From similar triangle principle

σmax / σ =250/y σ =( σmax × y) /250

Area of the element =200× dy

Force on the element = stress × area

P= (σmax ×y/250) ×( 200 dy)

The moment of resistance of this about the NA equals

= (σmax ×y/250) ×( 200 dy) y

=(4/5) y² σmax dy

Therefore moment of resistance of top flange =

Total moment of resistance of both the flanges

=2.26x106 σmax

dyydyyMF

250

225

2

max

250

225max

2

5

42

5

42

250

225

max2

5

4dyy

% moment resisted by flanges =(MF/M) × 100

=(2.16 × 106 σmax )/(2.86 × 106 × σmax) × 100 =79.02%

Therefore % moment resisted by the web= 20.98%

Total moment of resistance (moment carrying capacity ) of both the flanges

OR

INA=2[(200 × 25³/12) +200×25 × (237.5)²] =5.64 × 108 mm4

y

Iy

M NA

250max

M = 2.26×106 σmax

where

NAIy

yM 250

max

(5)Locate & calculate the position and magnitude of maximum bending stress for the beam shown.

10mm5mm

500 N

80 mm

x

X

X

Let us consider a section X-X at a distance of ‘x’ from the free end.

Bending stress is not maximum at left end (10 mm dia end) because at that end bending moment may be maximum but Ixx is also maximum.

YI

M

Diameter at X-X , Dx =5 + x/16

Dx=5 + 0.0625 x

Therefore Ixx= Dx4/64 = (5 + 0.0625x) 4 /64

M/I= σb/y

Mxx= 500x,

y= ymax @ section x-x = Dx/2

σb(x-x) = (Mxx× ymax) / Ixx

Dx/2

σb(x-x) = (500 × x × Dx) / (2 × Ixx)

σb(x-x) = (500 × x × Dx )/ (2 × Dx4/64 )

= (5092.96 × x) / Dx3

=(5092.96 x) / (5+0.0625x) 3

= (5092.96 x ) (5+ 0.0625x)-3

096.5092)0625.05(

)}0625.0)0625.05(3()96.5092{(3

4

x

xx

96.5092)0625.05(

)0625.0)0625.05(3()96.5092(3

4

x

xx

Now, to have maximum bending stress, dσb(xx) /dx = 0

5+ 0.0625x =0.1875x

x = 40 mm Max bending stress = 483.13 Mpa

34 )0625.05(

1

)0625.05(

1875.0

xx

x

(6) The beam section shown in fig. has a simple span of 5 m. If the extreme fibre stresses are restricted to 100 MPa & 50 MPa under tension & compression respectively, calculate the safe UDL (throughout the span) the beam can carry inclusive of self weight. What are the actual extreme fibre stresses?

250 mm

200mm

25mm

25mm

=ay / a

= 200×25 × (250+12.5) + 250 ×25 ×125

(200 ×25) +(250 ×25)

= 186.11mm

INA= (200 × 253)/12 + 200 × 25 ×(88.89-12.5)2

+(25x2503 )/12 + 25 × 250 ×(186.11-125)2

=85.32x106mm4

Y

Y

Y

200mm

25mm

25mm

186.11 mm

88.89 mm

σt

Let us allow the permissible value of stress in tension σt=100 N/mm2

From similar triangles

σc / σt = 88.89/186.11

σc / 100= 88.89/186.11

σc =47.762N/mm2 < 50 Hence safe.

The actual extreme fibre stress values are σc = 47.762N/mm2 & σt = 100 N/mm2

σc

88.89 mm

186.11 mm

Mmax=wl2/8 = w × 50002/8

y=186.11 for σt=100

y=88.89 for σc =47.762

M/INA= σb/y

(wl2)/(8 × 85.32 × 106) = 100/186.11= 47.72/ 88.89

w =14.67 N/mm=14.67 KN/m

1) Find the width “x” of the flange of a cast iron beam having the section shown in fig. such that the maximum compressive stress is three times the maximum tensile stress, the member being in pure bending subjected to sagging moment.

( Ans: x= 225 mm)

25mm

N

25mm

A100mm

X

WEB

BS 1 PRACTICE PROBLEMS

2)A cast iron beam has a section as shown in fig. Find the position of the neutral axis and the moment of inertia about the neutral axis. When subjected to bending moment the tensile stress at the bottom fibre is 25 N/mm². Find, a) the value of the bending moment b) the stress at the top fibre.

( Ans: M= 25070 Nm, σc =33.39 N/mm²)

40

20

150

1202020

300mm

3)A cast iron beam has a section as shown in fig .The beam is a simply supported on a span of 1.25 meters and is used to carry a downward point load at midspan. Find the magnitude of the load if the maximum tensile stress on the beam section is 30 N/mm². Determine also the maximum compressive stress.

(Ans. W= 174.22 N, σc =40.73 N/mm²)

120mm

80mm

30MM

BS 3

4)A groove 40mm×40mm is cut symmetrically throughout 4)A groove 40mm×40mm is cut symmetrically throughout the length of the circular brass section as shown in fig. If the length of the circular brass section as shown in fig. If the tensile stress shall not exceed 25 N/mm², find the safe the tensile stress shall not exceed 25 N/mm², find the safe uniformly distributed load which the brass can carry on a uniformly distributed load which the brass can carry on a simply supported span of 4 meters.simply supported span of 4 meters.

( Ans: 5150 N/m)( Ans: 5150 N/m)

100mm

40

40

BS 4

BS 5

5) A simply supported beam of rectangular cross section 100mm200mm has a span of 5m. Find the maximum safe UDL, the beam can carry over the entire span, if the maximum bending stress and maximum shear stress are not to exceed 10 MPa & 0.60 MPa respectively.

( Ans: w = 2.13 KN/m)

BS 6

6) A cantilever beam of square cross section 200mm200mm which is 2m long, just fails at a load of 12KN placed at its free end. A beam of the same material and having rectangular cross section 150mm 300mm is simply supported over a span of 3m.Calculate the central point load required just to break this beam.

(Ans: P = 27KN)

BS 7

7) In an overhanging beam of wood shown in Fig., the allowable stresses in bending and shear are 8MPa & 0.80MPA respectively. Determine the minimum size of a square section required for the beam.

A B

60KN 30 KN

3m 3m 2m

( Ans: 274mm274mm)