theory of structures - welcome to iare ppt.pdf · theory of structures by dr. d govardhan professor...
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THEORY OF STRUCTURES
BY
DR. D GOVARDHANPROFESSOR
DEPARTMENT OF AERONAUTICAL ENGINEERING
INSTITUTE OF AERONAUTICAL ENGINEERING(Autonomous)
Dundigal, Hyderabad - 500 043
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UNIT-I
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Mechanics of Solids
Syllabus:- Part - A
1. Simple Stresses & Strains:-
Introduction, Stress, Strain,
Tensile, Compressive & Shear Stresses,
Elastic Limit, Hooke’s Law, Poisson’s Ratio,
Modulus of Elasticity, Modulus of Rigidity,
Bulk Modulus, Bars of Varying Sections,
Extension of Tapering Rods, Hoop Stress,
Stresses on Oblique Sections.
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2. Principle Stresses & Strains:-
State of Simple Shear,
Relation between Elastic Constants,
Compound Stresses, Principle Planes
Principle Stresses,
Mohr’s Circle of Stress, Principle Strains,
Angle of Obliquity of Resultant Stresses,
Principle Stresses in beams.
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3. Torsion:-
Torsion of Circular, Solid, Hollow Section Shafts
Shear Stress, Angle of Twist,
Torsional Moment of Resistance,
Power Transmitted by a Shaft,
Keys & Couplings,
Combined Bending & Torsion,
Close Coiled Helical Springs,
Principle Stresses in Shafts Subjected to
Bending, Torsion & Axial Force.
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Mechanics of Solids
Syllabus:- Part - B
1. Bending Moment & Shear Force:-
Bending Moment,
Shear Force in Statically Determinate Beams
Subjected to Uniformly Distributed,
Concentrated & Varying Loads,
Relation Between Bending Moment,
Shear force & Rate of Loading.
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2. Moment of Inertia:-
Concept Of Moment of Inertia,
Moment of Inertia of PlaneAreas,
Polar Moment of Inertia,
Radius of Gyration of an Area,
Parallel Axis Theorem,
Moment of Inertia of CompositeAreas,
Product of Inertia,
Principle Axes & Principle Moment of Inertia.
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3. Stresses in Beams:-
Theory of Simple Bending, Bending Stresses,
Moment of Resistance,
Modulus of Section,
Built up & Composite Beam Section,
Beams of Uniform Strength.
4. Shear stresses in Beams:-
Distribution of Shear Stresses in Different
Sections.
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5. Mechanical Properties of Materials:-
Ductility, Brittleness,
Behaviour of Ferrous &
Toughness, Malleability,
Non-Ferrous metals in
Tension & Compression, Shear & Bending tests,
Standard Test Pieces, Influence of Various
Parameters on Test Results, True & Nominal Stress,
Modes of Failure, Characteristic Stress-Strain
Curves, Izod, Charpy & Tension Impact Tests,
Fatigue, Creep, Corelation between Different
Mechanical Properties, Effect of Temperature,
Testing Machines & Special Features, Different
Types of Extensometers & Compressemeters,
Electrical ResistanceMeasurement of Strain by
Strain Gauges.
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1. Mechanics of Structures Vol.-1:-
S.B.Junarkar & H.J.
Shah
2. Strength of Materials:- S.Ramamurtham.
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MECHANICS OF SOLIDS
Introduction:-
•Structures /Machines
•Numerous Parts / Members
•Connected together
•perform useful functions/withstand applied loads
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AIM OF MECHANICS OF SOLIDS:
Predicting how geometric and physical properties
of structure will influence its behaviour under
service conditions.
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Torsion
S
N
M
Bending
M
Axial
tension
N
Axial
compressionS
Compression Machine
A
base
arms
screw
Cross
head
Hand wheel
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• Stresses can occur isolated or in
combination.
• Is structure strong enough to withstand loads
applied to it ?
• Is it stiff enough to avoid excessive
deformations and deflections?
• Engineering Mechanics---->
Statics----->
deals with rigid bodies
• All materials are deformable and mechanics
of solids takes this into account.
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•Strength and stiffness of structures is function of
size and shape, certain physical properties of
material.
•Properties of Material:-
• Elasticity
• Plasticity
• Ductility
• Malleability
• Brittleness
• Toughness
• Hardness
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INTERNAL FORCE:- STRESS
• Axial Compression
• Shortens the bar
• Crushing
• Buckling
nm
P P
P=A
• Stretches the bars &
tends to pull it apart
• Rupture
m n
=P/A
PP
• Axial tension
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• Resistance offered by the material per unit cross-
sectional area is called STRESS.
= P/A
Unit of Stress:
Pascal = 1 N/m2
kN/m2 , MN/m2 , GN/m2
Permissible stress or allowable stress or working stress = yield stress
or ultimate stress /factor of safety.
1 MPa = 1 N/mm2
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• Strain
•It is defined as deformation per unit length
• it is the ratio of change in length to original length
•Tensile strain
(+ Ve) ()
= increase in length =
Original length L
Compressive strain = decrease in length =
(- Ve) () Original length L
P
L
•Strain is dimensionless quantity.
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Example : 1
A short hollow, cast iron cylinder with wall thickness
of 10 mm is to carry compressive load of 100 kN.
Compute the required outside diameter `D’ , if the
working stress in compression is 80 N/mm2. (D = 49.8
mm).
Solution: = 80N/mm2;
P= 100 kN = 100*103 N
A =(/4) *{D2 -(D-20)2}
as = P/A
substituting in above eq. andsolving. D = 49.8 mm
D
d
10 mm
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Example: 2
A Steel wire hangs vertically under its weight. What is
the greatest length it can have if the allowable tensile
stress t =200 MPa? Density of steel =80
kN/m3.(ans:-2500 m)
Solution:
t =200 MPa= 200*103 kN/m2 ;
=80 kN/m3.
Wt. of wire P=(/4)*D2*L*
c/s area of wireA=(/4)*D2
t = P/A
solving above eq. L =2500m
L
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Stress
Stress- Strain Curve for Mild Steel (Ductile Material)
Plastic state
Of material
Elastic State
Of material
Yield stress
Point
E = modulus of
elasticity
Strain
Ultimate stress point
Breaking stress point
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• Stress required to produce a strain of unity.
• i.e. the stress under which the bar would be
stretched to twice its original length
material remains elastic throughout
. If the
, such
A
excessive strain.
• Represents slope of stress-strain line OA.
O
stress
Value of E is same in
Tension &
Compression.
Modulus of Elasticity: =E
Estrain
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A
O
• Hooke’s δaw:-
Up to elastic limit, Stress is proportional to strain
=E ; where E=Young’s modulus
=P/A and = / L
P/A = E ( / L)
=PL /AE
E
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Example:4 An aluminium bar 1.8 meters long has a
25 mm square c/s over 0.6 meters of its length and
25 mm circular c/s over other 1.2 meters . How
much will the bar elongate under a tensile load
P=17500 N, if E = 75000 Mpa.
=17500*600 / (252*75000) +
17500*1200/(0.785*252*75000) =0.794 mm
0.6 m
25 mm sq.sect 25 mm cir..sect
1.2 m
Solution :- = ∑PL/AE
17500 N
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15 kN20 kN 15 kN
Example: 5 A prismatic steel bar having cross sectional area of
A=300
mm2 is subjected to axial load as shown in figure . Find the net
increase
in the length of the bar. Assume E = 2 x 10 5 MPa.( Ans = -0.17mm)
= 20000*1000/(300*2x10 5)-15000*2000/(300*2 x10 5)
= 0.33 - 0.5 = -0.17 mm (i.e.contraction)
C B1 m 1 m
A2 m
2020 C
00 B
15 15A
Solution:
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9 m
x
3m
5 m
A = 445 mm 2
E = 2 x 10 5
A = 1000 mm 2
E = 1 x 10 5
A B
Example: 6 A rigid bar AB, 9 m long, is supported by two vertical rods at
its end and in a horizontal position under a load P as shown in figure.
Find the position of the load P so that the bar AB remainshorizontal.
P
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x
5 m
9 m
3m
A
P
P(9-x)/9 P(x)/9
B
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(9 - x)*3=x*5*1.1236
27-3x=5.618 x
8.618 x=27
x = 3.13 m
For the bar to be in horizontal position,
Displacements
at A & B should be same,A = B
(PL/AE)A =(PL/AE)B
={P(x)/9}*5
0.000445*2*105
{P(9-x)/9}*3
(0.001*1*105)
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PP
X
d1 d2dx
x
L
Extension of Bar of Tapering cross Section
from diameter d1 to d2:-
Bar of Tapering Section:
dx = d1 + [(d2 - d1) / L] * X
= Px / E[ /4{d1 + [(d2 - d1) / L] * X}2]
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= 4 P dx /[E {d1+kx}2 ]
= - [4P/ E] x
=- [4PL/ E(d2-d1)] {1/(d1+d2 -d1) - 1/d1}
= 4PL/( E d1 d2)
Check :-
When d = d1=d2
=PL/ [( /4)* d2E ] = PL /AE (refer -24)
L
0
L
1/k [ {1 /(d1+kx)}] dx0
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`` PP
X
d1 d2dx
x
L
Q. Find extension of tapering circular bar under axial pull for the
following data: d1 = 20mm, d2 = 40mm, L = 600mm, E = 200GPa.
P = 40kN
L = 4PL/( E d1 d2)
= 4*40,000*600/(π* 200,000*20*40)
= 0.38mm. Ans.
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PP
X
b2 b1bx
x
Extension of Tapering bar of uniform thickness
t, width varies from b1 to b2:-
P/Et ∫ x / L[(b1 +k*X)],
Bar of Tapering Section:
bx = b1 + [(b2 - b1) / L] * X = b1 + k*x,
= Px / [Et(b1 + k*X)], k = (b2 - b1) / L
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LL= L = Px / [Et(b1 - k*X)],
0
= P/Et ∫ x / [ (b1 - k*X)],
L
= - P/Etk * loge [ (b1 - k*X)]0
,
= PLloge(b1/b2) / [Et(b1 – b2)]
L L
0 0
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PP
X
b2 b1bx
x
Q. Calculate extension of Tapering bar of
uniform thickness t, width varies from b1 to
b2:-
P/Et ∫ x / L[(b1 +k*X)],
Take b1 = 200mm, b2 = 100mm, L = 500mm
P = 40kN, and E = 200GPa, t = 20mm
6L= PLloge(b1/b2) / [Et(b1 – b2)]
= 40000*500loge(200/100)/[200000*20 *100]
= 0.03465mm
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Elongation of a Bar of circular tapering section
due to self weight:
(from =PL/AE )
now Wx=1/3* AxX
where Wx=Wt.of the bar
so = X *x/(3E)so now
L = X *x/(3E)
Xdx= [/3E ] [X2 /2]
= L2/(6E)
L
0
= /(3E)L
0
x
L
=Wx*x/(AxE)d
A B
X
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Let W=total weight of bar = (1/3)*(/4*d2)L
=12W/ (*d2L)
so,
L = [12W/ (*d2L)]*(L2/6E)
=2WL/ (*d2E)
=WL/[2*(*d2/4)*E]
=WL /2*A*E
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Calculate elongation of a Bar of circular
tapering section due to self weight:Take L
=10m, d = 100mm, = 7850kg/m3
L = L2/(6E)
7850*9.81*10000*10000*/
[6*200000*10003]
= 0.006417mm
L
d
A B
x
X
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P + dP
P
dx
X
Extension of Uniform cross section bar
subjected
to uniformly varying tension due to self weightPX= A x
d = PX dx / A E;
If total weight of bar W= A L = W/AL
=WL/2AE (compare this results with slide-26)
L L
0 0L
= PX dx/AE= A x dx/AE
= ( /E) x dx= ( L2/2E)0
L
d
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X
L
d
Q. Calculate extension of Uniform cross section bar subjected to
uniformly varying tension due to self weight
Take L = 100m, A = 100mm2 , density =
7850kg/m3
dx
= ( L2/2E)
=
850*9.81*100000*100000/
[2*200000*10003 ]
= 1.925mm
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x
Area =A2
Bar of uniform strenght:(i.e.stress is constant at all points of the bar.)
Area = A1
Force = p*(A+dA)
dx
L Force = p*(A*dA)
comparing force at BC level of strip
A
B C dx
D
B C
of thickness dx
P(A + dA) = Pa + w*A*dx,
where w is density of the material hence
dA/A = wdx/p, Integrating logeA = wx/p + C,
at x = 0, A = A2 and x = L, A = A1, C = A2
loge(A/A2) = wx/p OR A =ewx/p
Down ward force of
strip = w*A*dx,
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L Force = p*(A*dA)
Area = A1
Force = p*(A+dA)
dxA
B C dx
D
B C
x
Area = A2
A = ewx/p
(where A is cross section area atany
level x of bar of uniform strenght )
Down ward force of strip
= w*A*dx,
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L
x
Area =A2
Area =A1
A
B C dx
D
p = 700000/5000 = 140MPa
1
A1 =A2 ewx/p3
A = 5000*e8000*9.81*20000/[140*1000 ]
= 5056.31mm2
Q. A bar of uniform strength has following data. Calculate crosssectional
area at top of the bar.
A2 = 5000mm2 , L = 20m, load at
lower end = 700kN, density of the
material = 8000kg/m3
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L B
DP
P
L+L
B-B
D-D
POISSONS RATIO:- = lateral contraction per Unit axial
elongation, (with in elastic limit)
• = (B/B)/(L/L);
• = (B/B)/() So B =
B; New breadth =
• B -B = B - B
• =B(1 - )
• Sim.,New depth=
• D(1- )
L(1+)
D(1-
)
B(1-
)
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for isotropic materials = ¼ for steel = 0.3
Volume of bar before deformation V= L * B*D
new length after deformation L1=L + L = L + L = L (1+ )
new breadth B1= B - B = B - B = B(1 - )
new depth D1= D - D = D - D = D(1 - )
new cross-sectional area = A1= B(1- )*D(1- )= A(1- )2
new volume V1= V - V = L(1+ )* A(1- )2
AL(1+ - 2 )
Since is small
change in volume = V =V1-V
and unit volume change = V/ V
= AL (1-2 )
= {AL (1-2 )}/AL
V/ V = (1-2 )
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In case of uniformly varying tension, the elongation
‘’ is just half what it would be if the tension were
equal throughout the length of the bar.
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given b=40 mm,t=40mm,L=3000mm
P=128 kN=128*103 N, E=2*105 mm2, =0.3
L=?, b=?, t=?
t = P/A = 128*103 /40*40= 80 N/mm2
128 kN 128 kN3000 mm
Solution:40
Example: 7 A steel bar having 40mm*40mm*3000mm
dimension is subjected to an axial force of 128 kN.
Taking E=2*105N/mm2 and = 0.3,find out change in
dimensions.40
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now = t/E=80/(2*105 )=4*10-4
= L/L ==> L= *L=4*10-4 *3000 = 1.2 mm
(increase)
b= - *( *b)= -0.3*4*10-4*40 = 4.8*10-3 mm
(decrease)
t = - *( *t)= -0.3*4*10-4*40 = 4.8*10-3 mm
(decrease)
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Change in volume = [3000 + 1.2) * (40 – 0.0048) *
(40 – 0.0048)] – 3000*40*40
= 767.608 mm3
OR by using equation (derivation is in chapter of
volumetric stresses and strains)
dv = p*(1-2µ)v/E
= (128000/40*40)*0.4*3000*40*40/200000
= 768mm3
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Example: 8 A strip of 20 mm*30 mm c/s and 1000mm
length is subjected to an axial push of 6 kN. It is
shorten by 0.05 mm. Calculate (1) the stress induced
in the bar. (2) strain and young's modulus & new
cross-section. Take =0.3
Solution:given,
c/s =20 mm*30 mm, A =600mm2,L=1000 mm,
P=6 kN=6*103 N, L =0.05 mm, = ?, =?,E=?.
1. = P/A =6000/600 =10 N/mm2 -----(1)
2 = L /L=0.05/1000 =0.00005 -----(2)
=E ==>E = / =10/0.00005 = 2*105N/mm2
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3 Now,
New breadth B1 =B(1- )
=20(1-0.3*0.00005)
=19.9997 mm
New Depth D1 = D(1- )
=30(1-0.3*0.00005)
= 29.9995mm
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Example: 9 A iron bar having 200mm*10 mm
c/s,and 5000 mm long is subjected to an axial
pull of 240 kN.Find out change in dimensions
of the bar. Take E
=2*105 N/mm2 and = 0.25.
• Solution: b =200 mm,t = 10mm,so A =2000mm2
• = P/A=240*103 / 2000 =120N/mm2now =E
= L /L
= /E =120/2*105=0.0006
L = *L=0.0006*5000=3 mm
b = -*( *b)= -0.25*6*10-4*200
= 0.03 mm(decrease)
t = -*( *t) = -0.25*6*10-4*10
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Composite Sections:
---(3)Ps+Pc = P i.e.s *As + c *Ac = P
(unknowns are s, c and L)
ConcreteSteel
bars
• as both the materials deforms axially by
same value strain in both materials are
same.
s = c =
s /Es= c /E (= = L /L) (1) & (2)
•Load is shared between the two materials.
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Example: 10 A Concrete column of C.S. area 400 x
400 mm reinforced by 4 longitudinal 50 mm
diameter round steel bars placed at each corner
of the column
400 mm
40
0m
m
carries a compressive load of 300 kN. Calculate (i)
loads carried by each material & compressive stresses
produced in each material. Take Es = 15 Ec Also
calculate change in length of the column. Assume the
column in 2m long.Take Es = 200GPa
4-50 bar
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Solution:-
Gross C.S. area of column =0.16 m2
C.S. area of steel = 4*π*0.0252 = 0.00785 m2
Area of concrete =0.16 - 0.00785=0.1521m2
Steel bar and concrete shorten by same amount. So,
s = c => s /Es = c /Ec = > s= cx (Es /Ec)
= 15c
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load carried by steel +concrete=300000 N
Ws +Wc= 300000
s As + c Ac = 300000
15 c x 0.00785 + c x0.1521 = 300000
c = 1.11 x 10 6 N/ m2
s =15x c=15 x1.11x 10 6=16.65 x10 6 N/ m2
Ws =16.65x10 6 x0.00785 / 10 3 =130.7 kN
Wc = 1.11x 10 6 x 0.1521/103= 168.83kN
(error in result is due to less no. of digits considered in stress calculation.)
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we know that,
s /Es= c /E (= = L /L) (1) & (2)
c = 1.11 MPa
s =15x c=15 x1.11x 10 6=16.65MPa
The length of the column is 2m
Change in length
dL = 1.11*2000/[13.333*1000] = 0.1665mm
OR
dL = 16.65*2000/[200000] = 0.1665mm
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Example: 10 A Concrete column of C.S. area 400 x 400 mm reinforced
by 4 longitudinal 50 mm diameter round steel bars placed at each corner
of the column. Calculate (1) maximum axial compressive load the
column can support &(ii) loads carried by each material & compressive
stresses produced in each material. Take Also calculate change in length
of the column. Assume the column in 2m long. Permissible stresses in
steel and concrete are 160 and 5MPa respectively. Take Es = 200GPa and
Ec = 14GPa.
400 mm
4-50 bar40
0m
m
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Solution:-
Gross C.S. area of column =0.16 m2
C.S. area of steel = 4*π*0.0252 = 0.00785 m2
Area of concrete =0.16 - 0.00785=0.1521m2
Steel bar and concrete shorten by same amount. So,
s = c => s /Es = c /Ec = > s= cx (Es /Ec)
= 14.286 c
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Solution:-
Gross C.S. area of column =0.16 m2
C.S. area of steel = 4*π*0.0252 = 0.00785 m2
Area of concrete =0.16 - 0.00785=0.1521m2
Steel bar and concrete shorten by same amount. So,
s = c => s /Es = c /Ec = > s= cx (Es /Ec) = cx ( 200/14)
= 14.286c
So s = 14.286c
s = 160 then c = 160/14.286 = 11.2MPa > 5MPa, Not valid
c = 5MPa then s = 14.286*5 = 71.43 MPa <120MPa,Valid
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Permissible stresses in each material are
c = 5MPa & s = 71.43 MPa
We know that
s As + c Ac =W
[71.43 x 0.00785 + 5 x0.1521]*10002 / 1000 = 1321.22kN
Load in each materials are
Ws =71.43x0.00785 x1000 =560.7255 kN
Wc = 5x 0.1521x1000 = 760.5kN
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we know that,
s /Es= c /E (= = L /L) (1) & (2)
c = 5 MPa
s =71.43 MPa
The length of the column is 2m
Change in length
dL = 5*2000/[14000] = 0.7143mm
OR
dL = 71.43*2000/[200000] = 0.7143mm
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Example: 11 A copper rod of 40 mm diameter is surrounded tightly by a
cast iron tube of 80 mm diameter, the ends being firmly fastened
together. When it is subjected to a compressive load of 30 kN, what will
be the load shared by each? Also determine the amount by which a
compound bar shortens if it is 2 meter long. Eci=175 GN/m2,Ec= 75
GN/m2 .
80 mmCast iron
copper
Cast iron
40 mm
2 meter
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Area of Copper Rod =Ac = (/4)* 0.042 = 0.0004 m2
Area of Cast Iron =Aci= (/4)* (0.082 - 0.042) = 0.0012 m2
ci /Eci = c /Ecor
175 x 10 9
75 x 10 9
= 2.33
ci = 2.33c
ci c / = Eci/Ec =
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Now,
W = Wci +Wc
30 = (2.33 c ) x 0.012 + c x 0.0004
c = 2987.5 kN/m2
ci = 2.33 x c =6960.8kN/m2
load shared by copper rod = Wc = c Ac
= 2987.5 x 0.0004
= 3.75 kN
Wci = 30 -3.75 = 26.25 kN
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L = (c /Ec) xL
Strain c=c / Ec = L /L
= [2987.5/(75 x 10 9)] x 2
= 0.0000796 m
= 0.0796 mm
Decrease in length = 0.0796 mm
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R1
A1 = 110
mm21.2 m
2.4 m
L
M
N
R2
For the bar shown in figure, calculate
the reaction produced by
support on the bar. Take
the lower
E= 2*108
kN/m2.Find also stresses in the bars.
A2 = 220
1.2 mmmm2
55
kN
Example: 12
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Solution:-
R1+R2 = 55
L1 =(55-R2)*1.2 / (110*10-6)*2*108 (LM extension)
L2 =R2*2.4 / (220*10-6)*2*108 (MN contraction)
( Given: L1- L2 =1.2 /1000=0.0012)
(55-R2)*1.2 / [(110*10-6)*2*108 ] -R2*2.4 /[ (220*10-6)*2*108]
=0.0012
so R2 = 16.5 kN Since R1+R2 = 55 kN,
R1=38.5 kN
Stress in LM = Force/area = 350000 kN/m2
Stress in MN =75000 kN/m2
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P
P/2 P/2
through
section m-n .
P
• Connection should withstand full load P transferred
the pin to the fork .
• Pin is primarily in shear which tends to cut it across at
• Average shear Stress => =P/(2A) (where A iscrosssectional area of pin)
• Note: Shearing conditions are not as simple as that for direct stresses.
Direct Shear:--
Pin Pin n
Forkm
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•Dealing with machines and structures an engineer
encounters members subjected to tension, compression
and shear.
•The members should be proportioned in such a
manner that they can safely & economically withstand
loads they have to carry.
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100 mm
30000 N
Example: 3 Three pieces of wood having 37.5 x 37.5 mm square
C.S. are glued together and to the foundation as shown in figure. If
the horizontal force P=30000 N is applied to it, what is the average
shear stress in each of the glued joints.(ans=4 N/mm2)
Plan
37.5
37.5
30000 NSolution:-
P=30000N;glued c.s area=37.5x100mm x2 surfaces
Shear stress = P/c.s area = 4N/mm2
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Temperature stresses:-
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Composite Section:-
s
Steel(S)Copper(C)
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s c c s
s
Steel(S)Copper(C)
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A railway is laid so that there is no
stress in rail at 10º C. If rails are 30 m long Calculate,
1.The stress in rails at 60 º C if there is no allowance
for expansion.
2. The stress in the rails at 60 º C if there is an
expansion allowance of 10 mm per rail.
3.The expansion allowance if the stress in the rail is to
be zero when temperature is 60 º C.
4.The maximum temp. to have no stress in the rails if
the expansion allowance is 13 mm/rail.
Take = 12 x 10 -6 per 1ºC E= 2 x 10 5 N/mm 2
Example: 13
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Solution:
1. Rise in temp. = 60 º - 10 º = 50 ºC
so stress = t E =12 x 10 -6 x50x 2 x 10 5
= 120 MPa
2. tp x L/E = = (L t -10)
= (30000 x 12 x 10 -6 x50-10)
= 18 -10 = 8 mm
tp =E /L =8x 2 x 10 5 /30000
= 53.3 MPa
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3. If stresses are zero ,
Expansion allowed =(L t )
= (30000 x 12 x 10 -6 x50)
=18 mm
4. If stresses are zero
tp =E /L*(L t -13)=0
L t=13
so t=13/ (30000 x 12 x 10 -6 )=360 C
allowable temp.=10+36=460c.
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Example: 14
A steel bolt of length L passes through a copper tube
of the same length, and the nut at the end is turned up
just snug at room temp. Subsequently the nut is turned
by 1/4 turn and the entire assembly is raised by temp
550C. Calculate the stress in bolt if L=500mm,pitch of
nut is 2mm, area of copper tube =500sq.mm,area of
steel bolt=400sq.mm
Es=2 * 105 N/mm2 ;s =12*10-6 /0C
Ec=1 * 105 N/mm2 ;c= 17.5*10-6/0C
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Solution:-
Two effects
• (i) tightening of
nut (ii)raising
temp.
• tensile stress in steel = compressive force in
copper [Total extension of bolt
• +Total compression of tube] =Movement of Nut
• [s+ c] = np ( where p = pitch of nut)
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(PL/AsEs + s L t) +(PL/AcEc- c L t)=np
P (1/AsEs +1/AcEc) = t(c -s)+np/L
so P[1/(400*2*105) + 1/(500*1*105) ]
=(17.5-12)*10-6 +(1/4)*2/500
so P=40000N
so ps=40000/400 = 100 MPa(tensile)
and pc=40000/500=80 MPa(compressive)
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Example: 15 A circular section tapered bar is rigidly
fixed as shown in figure. If the temperature is raised
by 300 C, calculate the maximum stress in the bar.
Take
1.0 m
D2=200 mm1
E=2*105 N/mm2 ; =12*10-6/0C
X dX
D =100 mm P P
A
B
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With rise in temperature compressive force P is
induced which is same at all c/s.
Free expansion = L t = 1000*12*10-6*30=0.36 mm
Force P induced will prevent a expansion of 0.36 mm
= 4PL/(E*d1*d2) = L t
Or P = (/4)*d1*d2 t E=1130400 N
Now Maximum stress = P/(least c/s area)
=1130400/(.785*1002) = 144MPa
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Example: 16 A composite bar made up of aluminum and
steel is held between two supports.The bars are stress
free at 400c. What will be the stresses in the bars when
the temp. drops to 200C, if
(a) the supports are unyielding
(b)the supports come nearer to each other by 0.1 mm.
Take E al =0.7*105 N/mm2 ;al =23.4*10-6 /0C
ES=2.1*105 N/mm2
Aal=3 cm2
s =11.7*10-6/0C
As=2 cm2
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60cm 30cm
3 cm2
2 cm2
AluminumSteel
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Free contraction =Ls s t+ LALAlt
=600*11.7*10-6*(40-20)+300*23.4*
10-6*(40-20)=0.2808 mm.
Since contraction is checked tensile stresses will be set
up. Force being same in both
As s=Aal al
2 s= 3 al ==> s= 1.5al
Steel
60cm
Aluminum
30cm
2 cm2 3 cm2
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contraction of steel bar s = (s/Es)*Ls
=[600/(2.1*105)]* s
contra.of aluminum bar al = (al/Eal)*Lal
=[300/(0.7*105)]* al
(a) When supports are unyielding
s + al
= (free contraction)
=[600/(2.1*105)]* s +[300/(0.7*105)]* al
=0.2808 mm
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=[600/(2.1*105)]* s +[300/(0.7*105)]* al
=0.2808; but
s=1.5 al
al =32.76 N/mm2(tensile)
s =49.14 N/mm2(tensile)
(b) Supports are yielding
s + al
= ( - 0.1mm)
al =21.09 N/mm2(tensile)
2
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Example: 17 A copper bar 30 mm dia. Is completely
enclosed in a steel tube 30mm internal dia. and 50 mm
external dia. A pin 10 mm in dia.,is fitted transversely
to the axis of each bar near each end. To secure the bar
to the tube.Calculate the intensity of shear stress
induced in the pins when the temp of the whole
assembly is raised by 500K
Es=2 * 105 N/mm2 ;s =11*10-6 /0K
Ec=1 * 105 N/mm2 ;c= 17*10-6 /0K
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Solution
Copper bar Ac =0.785*302=706.9 mm2
steel bar As =0.785*(502- 302)=1257.1 mm2
[s /Es] +[ c/Ec] = (c -s)*t
[s / 2 * 105] +[ c/ 1 * 105] =(17-11)*10-6*50
s +2 c=60-----(1)
coppersteel
steel10
30
10
10Ø Pin
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Since no external force is present
sAs= cAc
s= cAc/As=[706.9/1257.1]*c
=0.562 c---(2)
substituting in eq.(1)
c=23.42 N/mm2
Hence force in between copper bar &steel tube
=cAc=23.42*706.9=16550N
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C.S. area of pin = 0.785*102 =78.54 mm2
pin is in double shear
so shear stress in pin
=16550/(2*78.54)=105.4N/mm2
pin
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SHRINKING ON:
d<D
D=diameter of wheel
d = diameter of steel tyre
increase in temp = toC
dia increases from d--->D
•tyre slipped on to wheel, temp. allowed to fall
•Steel tyre tries to come back to its
original position
•hoop stresses will be set up.
D
d
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Tensile strain
= (D - d) / d =(D-d)/d
so hoop stress = = E
= E*(D - d)/d
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Example: 18
A thin steel tyre is to be shrunk onto a rigid wheel of
1m dia. If the hoop stress is to be limited to
100N/mm2, calculate the internal dia. of tyre. Find also
the least temp. to which the tyre must be heated above
that of the wheel before it could be slipped on.
• Take for the tyre = 12*10-6/oC
• E =2.04 *105N/mm2
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Solution:
= E*(D - d)/d
100 = 2.04*106(D - d)/d
or
(D - d)/d =4.9*10-4
or D/d =(1+4.9*10-4)
so d =0.99951D=0.99951*1000=999.51 mm
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Now
D = d(1 + t)
or
t =(D/d)-1 = (D-d)/d =4.9*10 - 4
t =(D-d)/d *1/
=4.9*10-4/12*-6
=40.85 0 C
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ELASTIC CONSTANTS:
Any direct stress produces a strain in itsown direction and opposite strain in everydirection at right angles to it.
Lateral strain /Longitudinal strain
= Constant
= 1/m = = Poisson’s ratio
Lateral strain = Poisson’s ratio xLongitudinal strain
y = x -------------(1)
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Single direct stress along longitudinal axis
Ld b
xx
x
y
x = x/E (tensile)
y= x = [x/E] (compressive)
Volume = L b d
V=bd L - d Lb - L bd
V/ V = L/L - b/b - d/d
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d
xx
x
b
y
L
= x - y - z = x- x- x= x- 2 x= x(1-2)
= [x/E] x (1-2)
Volumetric strain= v =[x/E] x (1-2 ) –
-----(2)
or v =[x/E] x (1-2/m)
v =[x/E] x (1-2/m)
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Stress x along the axis and y and z
perpendicular to it.
x
z
y
x= x/E - y/mE - z/mE-----(i) -------(3)
y= y/E - z/mE - x/mE-----
Note:- If some of the stresses have opposite
sign necessary changes in algebraic signs of the
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Upper limit of Poisson’s Ratio:
adding (i),(ii) and (iii)
x+ y+ z=(1 - 2/m)(x+ y +z)/ E- -------(4)
known as DILATATION
For small strains represents the change in
volume /unit volume.
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y
xx
y
z
- x/E
- y/E
z/E
y
- x/E
y/E
- z/E
z
z
x
x x/E
y - y/E
z - z/E
Sum all
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Example: 19
A steel bar of size 20 mm x 10mm is subjected to a
pull of 20 kN in direction of its length. Find the
length of sides of the C.S. and decrease in C.S.
area. Take E=2 x 10 5 N/mm2 and m=10/3.
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x= x/E= (P/Ax) x (1/E)
= (20000/(20x10)) x1/( 2 x105)=5 x 10 -4(T)
Lateral Strain =y=- x=-x/m =-1.5x10 -4(C)
side decreased by 20x1.5x10 -4=0.0030mm
side decreased by 10x1.5x10 -4=0.0015mm
new C.S=(20-0.003)(10-.0015)=199.94mm2
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Example: 20
A steel bar 200x20x20 mm C.S. is subjected to a
tensile force of 40000N in the direction of its length.
Calculate the change in volume.
Take 1/m =0.3 and E = 2.05 *105 MPa.
Solution:
x= x/E= (P/A) x (1/E)
=40000/20*20*2.05*105= 4.88*10-4
y= z=-(1/m)* x= -0.3* 4.88*10-4
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Change in volume:
V/ V= x + y+ z=(4.88 -2*1.464)*10-4
• =1.952 *10-4
• V=200*20*20=80000 mm3
• V=1.952*10-4*80000=15.62 mm3
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YOUNG’S εODUδUS (E):--
Young’s εodulus (E) is defined as the Ratio of
Stress () to strain ().
E = / -------------(5)
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BULK MODULUS (K):--
•When a body is subjected to the identical stress in three mutually
perpendicular directions, the body undergoes uniform changes in three
directions without the distortion of the shape.
• The ratio of change in volume to original volume has been defined
as volumetric strain(v )
•Then the bulk modulus, K is defined as K= / v
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K= / v
BULK MODULUS (K):--
Where, v = V/V
Change in volume=Original volume
Volumetric Strain=
-------------(6)
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MODULUS OF RIGIDITY (N): OR
MODULUS OF TRANSVERSE ELASTICITY OR
SHEARING MODULUS
Up to the elastic limit,
shear stress () shearing strain()
= N
Expresses relation between shear stress and shear strain.
where
Modulus of Rigidity = N = / -------------(7)
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YOUNG’S εODUδUS E = /
K = / vBULK MODULUS
MODULUS OF RIGIDITY N = /
ELASTIC CONSTANTS
-------------(5)
-------------(6)
-------------(7)
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COMPLEMENTRY STRESSES:“A stress in a given
direction cannot exist without a balancing shear stress
of equal intensity in a direction at right angles to it.”
A
B
DMoment of given couple=Force *Lever arm
= (.AB)*AD
Moment of balancing couple= (’.AD)*AB
so (.AB)*AD=(’.AD)*AB => = ’
Where =shear stress & ’=Complementary shearstress
C
’
’
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State of simple shear: Here no other stress is acting
- only simple shear.
Let side of square = b
length of diagonal AC =2 .b
consider unit thickness perpendicular to block.
’
’
B C
A D
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Equilibrium of piece ABC
the resolved sum of perpendicular to the diagonal =
2*(*b*1)cos 450= 2 .b
if is the tensile stress so produced on the diagonal
(2 .b)=2 .b
’
’
so
= A
(AC*1)=B2 .b C
D
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Similarly the intensity of compressive stress on
plane BD is numerically equal to .
“Hence a state of simple shear produces pure
0
tensile and compressive stresses across planes
inclined at 45 to those of pure shear, and
intensities of these direct stresses are each equal to
pure shear stress.”
’
’
A
B C
D
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SHEAR STRAIN:
B C
A D
A
B
C
B’C’
DD’
/2
/2
B
A
CB” C’’
D
State of simple
Shear on Block
Total
change in
corner
angles +/-
Distortion with
side AD fixed
F
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Since
we can assume
So, =BB”/AB=CC”/CD
Elongation of diagonalAC can be nearly taken as FC”.
δinear strain of diagonal = FC”/AC
= CC”cos 4η/CDsec4η
B
BB” = arc with A as centre ,
AB as radius.A
B” C C’’
is extremely small,
D
F
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= CC”/2CD = (1/2)
but = /N (we know N= / )
so
= /2N ------(8)
δinear strain ‘’is half the shear strain ‘’.
B
A
CB” C’’
D
F
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RELATION BETWEEN ELASTIC CONSTANTS
(A) RELATION BETWEEN E and Ky
x
z
Let a cube having a side L be subjected to three
mutually perpendicular stresses of intensity
By definition of bulk modulus
K= / v
Now v = v /V = /K ---------------------------(i)
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The total linear strain for each side
=/E - /(mE) - /(mE)
so L / L = =(/E) *(1-2 /m)-------------(ii)
now V=L3
V = 3 L2L
V/V = 3 L2 L/ L3= 3L/L
= 3 (/E) * (1-2 /m) ------------------(iii)
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Equating (i) and (iii)
/K = 3( /E)(1-2 /m)
E = 3 K(1-2 /m) -----(9)
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(B) Relation between E and N
D
B
A
CB” C’’
Linear strain of diagonal AC,
= /2 = /2N --------------------------(i)
F
A
B C
D
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State of simple shear produces tensile and
compressive stresses along diagonal planes
and
=
Strain of diagonal AC, due to thesetwo
mutually perpendicular direct stresses
= /E - (- /mE) = (/E)*(1+1/m) ---(ii)
But =
so = ( /E)*(1+1/m) ------------------(iii)
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From equation (i) and (iii)
/2N = ( /E)(1+1/m)
OR
E =2N(1+1/m)-------(10)But E = 3 K (1-2 /m)------(9)
Eliminating E from --(9) & --(10)
= 1/m = (3K - 2N) / (6K +2N)-----(11)
Eliminating m from –(9) & --(10)
E = 9KN / (N+3K) ---------(12)
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(C) Relation between E ,K and N:--
E = 2N(1+1/m) -------(10)
E = 3K (1-2 /m) --------(9)
E = 9KN / (N+3K) -------(12)
(D) Relation between ,K and N:--
=1/m=(3K-2N)/(6K+2N)------(11)
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Example: 21
(a) Determine the % change in volume of a
steel bar of size 50 x 50 mm and 1 m long,
when subjected to an axial compressive load
of 20 kN.
(b) What change in volume would a 100 mm
cube of steel suffer at a depth of 5 km in sea
water?
Take E=2.05 x 10 5N/mm2 and
N = 0.82 x 10 5N/mm2
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Solution: (a)
V/V = v = (/E)(1-2 /m)
[ = P/A = 20000/50 x 50 =8 kN/cm2]
so now
V/V=- (8 / 2.05 x 10 5 )(1 - 2/m)
= -3.902 *10 -5(1 - 2/m)----------------------(i)
Also E = 2N(1+1/m) -----------------------(10)
(1 +1/m)=E/2N =2.05 x 10 5 /(2 * 0.82 x 10 5 )
so 1/m =0.25
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Substituting in ----(i)
V/V = -3.902*10 -5(1-2(0.25))=-1.951* 10 -5
Change in volume=-1.951*10-5 *1000*50*50
V = 48.775 mm2
% Change in volume=(48.775/ 50*50*1000)*100
=0.001951 %
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Solution:(b)
Pressure in water at any depth ‘h’ is given by
p=wh taking w= 10080N/m3 for sea water
and h = 5km=5000m
p=10080*5000=50.4 *106N/m2 = 50.4N/mm2
E = 3K(1-2/m)
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We have 1/m =0.25
so E = 3K(1-0.5) or K=E/1.5 = 2/3(E)
K=2/3 * 2.05* 10 5 =1.365 * 10 5 =N/mm2
now by definition of bulk modulus
K= /v or v = /K
but v = V/V
V/V = /K
V= 50.4 /1.365 * 10 5 * 100 3 =369.23 mm3
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Example: 22
subjected
A bar 30
totensile 54 kN
mm in diameter was
load of and
measured extension of 300 mm gauge length
was 0.112 mm and change in diameter was
0.00366 mm. Calculate Poisson’s Ratio and the
value of three moduli.
Solution:
Stress = 54 *103/(/4*d2) = 76.43 N/mm2
=Linear strain = L/L=0.112/300
=3.733*10-4
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E=stress/strain =76.43/3.733* 10-4
=204741 N/mm2=204.7 kN/mm2
Lateral strain= d/d = 0.00366/30=1.22*10-4
But lateral strain =1/m*
so 1.22*10-4=1/m *3.733*10-4
so 1/m=0.326
E=2N(1+1/m) or N=E/[2*(1+1/m)]
so N=204.7/[2*(1+0.326)]=77.2 kN/mm2
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E = 3 K *(1-2 /m)
so K=E/[3*(1-2/m)]=204.7/[3*(1-2*0.326)]
K=196kN/mm2
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Example: 23 Tensile stresses f1 and f2 act at right
angles to one another on a element of isotropic
elastic material. The strain in the direction of f1
is twice the direction of f2. If E for the material
is 120 kN/mm3, find the ratio of f1:f2. Take
1/m=0.3
f2
f2
f1f1
= 2 1 2
1So ,f /E –f /mE =2
2(f2/E –f1/mE)
f1/E +2f1/mE = 2f2/E +f2/mE
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So
(f1/E)(1+2/m) =(f2/E)(2+1/m)
f1(1+2*0.3) =f2(2+0.3)
1.6f1=2.3f2
So f1:f2 = 1:1.4375
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Example: 24 A rectangular block 250 mmx100
mmx80mm is subjected to axial loads as
follows.
480 kN (tensile in direction of its length)
900 kN ( tensile on 250mm x 80 mm faces)
1000kN (comp. on 250mm x100mm faces)
taking E=200 GN/m2 and 1/m=0.25 find
(1) Change in volume of the block
(2) Values of N and K for material of the block.
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x =480x103/(0.1*0.08)=60 *106N/m2 (tens.)
y=1000x103/(0.25*0.1)=40*106N/m2(comp)
z=900x103/(0.25*0.08)=45*106N/m2(tens.)
x= (60 *106/E)+(0.25* 40*106/E)
- (0.25* 45*106/E)=(58.75* 106/E)
y= -(40 *106/E)-(0.25* 45*106/E)
- (0.25* 60*106/E)=(- 66.25* 106/E)
z= (45 *106/E)-(0.25* 60*106/E)
+ (0.25* 40*106/E)=(40* 106/E)
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Volumetric strain = v = x + y + z
=(58.75* 106/E)- (66.25* 106/E)+ (40* 106/E)
=32.5*106/E
v = V/V
so V= v V
=32.5*106*[(0.25*0.10*0.08)/(200*109)]*109
=325 mm3(increase)
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Modulus of Rigidity
E = 2N(1+1/m)
so
N=E/[2*(1+1/m)]=200/[2(1+0.25)]=80GN/m2
Bulk Modulus:
E = 3K(1-2/m)
so K=E/[3(1-2/m)]=200/[3(1-2*0.25)=133.33
GN/m2
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Example: 25 For a given material E=110GN/m2
and N=42 GN/M2. Find the bulk modulus and
lateral contraction of a round bar of 37.5 mm
diameter and 2.4 m long when stretched by 2.5
mm.
Solution:
E=2N(1+1/m)
110*109=2*42*109(1+1/m)
gives 1/m =0.32
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Now E = 3K(1-2/m)
110 x 109=3K(1-2*0.31)
gives K=96.77 GN/m2
Longitudinal strain =
L/L=0.0025/2.4=0.00104
Lateral strain=.00104*1/m=0.00104*0.31
=0.000323
Lateral Contraction=0.000323*37.5=0.0121mm
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UNIT-II
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Shear Force and Bending Moment Diagrams
[SFD & BMD]
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Shear Force and Bending Moments
5kN 10kN 8kN
4m 5m 5m 1m
AC D
B
RA = 8.2 kN RB=14.8kN
Ex
x
Consider a section x-x at a distance 6m from left hand supportA
6 m
Imagine the beam is cut into two pieces at section x-x and is separated, as
shown in figure
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To find the forces experienced by the section, consider any one portion of thebeam. Taking left hand portion
Transverse force experienced = 8.2 – 5 = 3.2 kN (upward)
Moment experienced = 8.2 × 6 – 5 × 2 = 39.2 kN-m (clockwise)
If we consider the right hand portion, we get
Transverse force experienced = 14.8 – 10 – 8 =-3.2 kN = 3.2 kN (downward)
Moment experienced = - 14.8 × 9 +8 × 8 + 10 × 3 = -39.2 kN-m = 39.2 kN-m
(anticlockwise)
5kN
A
8.2 kN
10kN 8kN B
4 m
6 m
9 m 14.8 kN
1 m5 m
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5k
N A
8.2 kN
10kN 8kN B
14.8 kN
3.2 kN
3.2 kN
39.2 kN-m
39.2 kN-m
Thus the section x-x considered is subjected to forces 3.2 kN and
moment 39.2 kN-m as shown in figure. The force is trying to shear off
the section and hence is called shear force. The moment bends the
section and hence, called bending moment.
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Shear force at a section: The algebraic sum of the vertical forces
acting on the beam either to the left or right of the section is
known as the shear force at a section.
Bending moment (BM) at section: The algebraic sum of the momentsof all forces acting on the beam either to the left or right of thesection is known as the bending moment at a section
3.2 kN
3.2 kN
F
F
Shear force at x-x
M
Bending moment at x-x
39.2 kN
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Moment and Bending moment
Moment: It is the product of force and perpendicular
distance between line of action of the force and the point
about which moment is required to be calculated.
Bending Moment (BM): The moment which causes the
bending effect on the beam is called Bending Moment. It is
generally denoted by ‘ ε ’ or ‘Bε’ .
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Sign Convention for shear force
F
FF
F
+ ve shear force - ve shear force
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Sign convention for bending moments:
The bending moment is considered as Sagging Bending
Moment if it tends to bend the beam to a curvature having
convexity at the bottom as shown in the Fig. given below.
Sagging Bending Moment is considered as positive bending
moment.
Convexity
Fig. Sagging bending moment [Positive bending moment
]
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Sign convention for bending moments:
Fig. Hogging bending moment [Negative bending moment ]
Similarly the bending moment is considered as hogging
bending moment if it tends to bend the beam to a
curvature having convexity at the top as shown in the
Fig. given below. Hogging Bending Moment is
considered as Negative Bending Moment.
Convexity
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Shear Force and Bending MomentDiagrams
(SFD & BMD)Shear Force Diagram (SFD):
The diagram which shows the variation of shear force
along the length of the beam is called Shear Force
Diagram (SFD).
Bending Moment Diagram (BMD):
The diagram which shows the variation of bending
moment along the length of the beam is called
Bending Moment Diagram (BMD).
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Point of Contra flexure [Inflection point]:
It is the point on the bending moment diagram where bending moment changes the sign from positive to negative or vice versa.
It is also called ‘Inflection point’. At the point of inflection point or contra flexure the bending moment is zero.
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Relationship between load, shear force and
bending moment
L
x
x
x1
x1 w kN/m
dx
Fig. A simply supported beam subjected to general type loading
The above Fig. shows a simply supported beam subjected to a general
type of loading. Consider a differential element of length ‘dx’ between
any two sections x-x and x1-x1 as shown.
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V+dV
M M+dM
x
vx
x1w kN/m
dx O x1
Fig. FBD of Differential element of the beam
Taking moments about the point ‘O’ [Bottom-Right corner of the
differential element ]
- M + (M+dM) – V.dx – w.dx.dx/2 = 0
V.dx = dM v dM
dx It is the relation between shear force and BM
Neglecting the small quantity of higher order
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V+dV
M M+dM
x
vx
x1w kN/m
dx O x1
Fig. FBD of Differential element of the beam
Considering the Equilibrium Equation ΣFy = 0
- V + (V+dV) – w dx = 0 dv = w.dx
w d v
d x It is the relation Between intensity of Load and
shear force
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Variation of Shear force and bending moments
Type of load
SFD/BMD
Between point
loads OR for no
load region
Uniformly
distributed load
Uniformly
varying load
Shear Force
Diagram
Horizontal line Inclined line Two-degree curve
(Parabola)
Bending
Moment
Diagram
Inclined line Two-degree curve
(Parabola)
Three-degree
curve (Cubic-
parabola)
Variation of Shear force and bending moments for various standard
loads are as shown in the following Table
Table: Variation of Shear force and bending moments
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Sections for Shear Force and Bending Moment Calculations:
Shear force and bending moments are to be calculated at various
sections of the beam to draw shear force and bending moment diagrams.
These sections are generally considered on the beam where the
magnitude of shear force and bending moments are changing abruptly.
Therefore these sections for the calculation of shear forces include
sections on either side of point load, uniformly distributed load or
uniformly varying load where the magnitude of shear force changes
abruptly.
The sections for the calculation of bending moment include position
of point loads, either side of uniformly distributed load, uniformly
varying load and couple
Note: While calculating the shear force and bending moment, only the
portion of the udl which is on the left hand side of the section should
be converted into point load. But while calculating the reaction we
convert entire udl to point load
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Example Problem 1
E
5N 10N 8N
2m 2m 3m 1m
A
C D
B
1. Draw shear force and bending moment diagrams [SFD
and BMD] for a simply supported beam subjected to
three point loads as shown in the Fig. given below.
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E
5N 10N 8N
2m 2m 3m 1m
A
C D
B
ΣMA = 0
- RB × 8 + 8 × 7 + 10 × 4 + 5 × 2 = 0 RB = 13.25 N
Using the condition: ΣFy = 0
RA + 13.25 = 5 + 10 + 8 RA = 9.75 N
RA
Solution:
Using the condition:
RB
[Clockwise moment is Positive]
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Shear Force at the section 1-1 is denoted as V1-1
Shear Force at the section 2-2 is denoted as V2-2 and so on...
V0-0 = 0; V1-1 = + 9.75 N
V2-2 = + 9.75 N
V3-3 = + 9.75 – 5 = 4.75 N
V4-4 = + 4.75 N
V5-5 = +4.75 – 10 = - 5.25 N
V6-6 = - 5.25 N
V7-7 = 5.25 – 8 = -13.25 N
V8-8 = -13.25
V9-9 = -13.25 +13.25 = 0
(Check)
5N 10N 8N
2m 3m 1m2mRA = 9.75 N RB=13.25N
1
12
2
3
3
4
4
5
5
6
6
7
7
8 9
8 9
0
0
Shear Force Calculation:
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5N 10N 8N
2m 2m 3m 1m
A
C D E
B
9.75N 9.75N
4.75N 4.75N
5.25N 5.25N
13.25N 13.25N
SFD
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5N 10N 8N
2m 2m 3m 1m
A
C D E
B
9.75N 9.75N
4.75N 4.75N
5.25N 5.25N
13.25N 13.25N
SFD
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Bending moment at A is denoted as MA
Bending moment at B is denoted as MB
and so on…
MA = 0 [ since it is simplysupported]
MC = 9.75 × 2= 19.5 Nm
MD = 9.75 × 4 – 5 × 2 = 29 Nm
ME = 9.75 × 7 – 5 × 5 – 10 × 3 = 13.25 Nm
MB = 9.75 × 8 – 5 × 6 – 10 × 4 – 8 × 1 = 0
or MB = 0 [ since it is simply supported]
Bending MomentCalculation
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5N 10N 8N
2m 2m 3m 1m
29Nm
19.5Nm13.25Nm
BMD
A B
C D E
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E
5N 10N 8N
2m 2m 3m 1m
C D
B
BMD
19.5Nm
29Nm
13.25Nm
9.75N 9.75N
4.75N 4.75N
5.25N 5.25N
13.25N 13.25N
SFD
Example Problem 1
VM
-34
A
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BMD
19.5Nm
29Nm
13.25Nm
E
5N 10N 8N
2m 2m 3m 1m
A
C D
B
9.75N 9.75N
4.75N 4.75N
5.25N 5.25N
13.25N 13.25N
SFD
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2. Draw SFD and BMD for the double side overhanging
beam subjected to loading as shown below. Locate points
of contraflexure if any.
5kN
2m 3m 3m 2m
5kN 10kN2kN/m
A BC D E
Example Problem 2
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2m 3m 2m
5kN10
kN5kN
2kN/m
BC D E
Solution:
Calculation of Reactions:
Due to symmetry of the beam, loading and boundary
conditions, reactions at both supports are equal.
.`. RA = RB = ½(5+10+5+2 × 6) = 16kN
A
RA 3m RB
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2m 3m
5kN2kN/m
1
1 2 3
2 3
64 5
10kN4 5
7
6 7
5kN
8 9
8 9
Shear Force Calculation: V0-0 = 0
V6-6 = - 5 – 6 = - 11kN
V7-7 = - 11 + 16 = 5kN
V8-8 = 5 kN
V9-9 = 5 – 5 = 0 (Check)
V1-1 = - 5kN
V2-2 = - 5kN
V3-3 = - 5 + 16 = 11 kN
V4-4 = 11 – 2 × 3 = +5 kN
V5-5 = 5 – 10 = - 5kN
3m
RA=16kN
2m
RB = 16kN
0
0
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2m 3m 3m 2m
5kN10
kN5kN
2kN/m
A BC D E
5kN
++
5kN 5kN
5kN 5kN 5kN
11kN
11kNSFD
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2m 3m 2m
5kN10
kN5kN
2kN/m
A BC D E
Bending Moment Calculation:
MC = ME = 0 [Because Bending moment at free end iszero]
MA = MB = - 5 × 2 = - 10kNm
MD = - 5 × 5 + 16 × 3 – 2 × 3 × 1.5 = +14 kNm
3m
RA=16kN RB = 16kN
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2m 3m 3m 2m
5kN10
kN5kN
2kN/m
A BC D E
10kNm10kNm
14kNm
BMD
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2m 3m 3m 2m
5kN10
kN5kN
2kN/m
A BC D E
10kNm10kNm
14kNm
BMD
++
5kN 5kN
5kN 5kN 5kN
11kN
11kNSFD
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10kNm 10kNm
5(2 x) 1 6 x 2 02
M x x
Let x be the distance of point of contra flexure from supportA
Taking moments at the section x-x (Considering left portion)x = 1 or 10
x 2
.`. x = 1 m
x
x
x
Points of contra flexure
2m 3m 3m 2m
5kN10
kN5kN
2kN/m
A x BC D E
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3. Draw SFD and BMD for the single side overhanging beam
subjected to loading as shown below. Determine the
absolute maximum bending moment and shear forces and
mark them on SFD and BMD. Also locate points of contra
flexure if any.
4m 1m 2m
2 kN 5kN10kN/m
ABC D
Example Problem 3
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4m
2 kN 5kN10kN/m
A B
RA 1m RB 2m
RB = 24.6kN
Solution : Calculation of Reactions:
ΣMA = 0
- RB × 5 + 10 × 4 × 2 + 2 × 4 + 5 × 7 = 0
ΣFy = 0
RA+ 24.6 – 10 x 4 – 2 + 5 = 0 RA = 22.4 kN
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4m 1m
2 kN 5kN10kN/m
RA=22.4kN 2m
RB=24.6kN
V5-5 = - 19.6 + 24.6 = 5 kN
V6-6 = 5 kN
V7-7 = 5 – 5 = 0 (Check)
Shear Force Calculations:
V0-0 =0; V1-1 = 22.4 kN
V2-2 = 22.4 – 10 × 4 = -17.6kN
V3-3 = - 17.6 – 2 = - 19.6 kN
V4-4 = - 19.6 kN
1
1
2
2
3
3
4
4
5
5
6
6
7
7
0
0
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4m 1m
2 kN 5kN10kN/m
RA=22.4kN 2m
RB=24.6kN
22.4kN
19.6kN
17.6kN
19.6kN
5 kN 5 kN
SFD
x = 2.24m
AC B D
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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 AC. Let that section be X-X, considered at a distancex
from support A as shownabove.
The shear force at that section can be calculated as
Vx-x = 22.4 - 10. x = 0 x = 2.24 m
4m 1m
2 kN 5kN10kN/m
ABC D
RA=22.4kN2m
RB=24.6kN
X
Xx
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Calculations of Bending Moments:
MA = MD = 0
MC = 22.4 × 4 – 10 × 4 × 2 = 9.6 kNm
MB = 22.4 × 5 – 10 × 4 × 3 – 2 × 1 = - 10kNm (Considering Left portion
of the section)
Alternatively
MB = -5 × 2 = -10 kNm (Considering Right portion of the section)
Absolute Maximum Bending Moment is at X- X ,
Mmax = 22.4 × 2.24 – 10 × (2.24)2 / 2 = 25.1 kNm
4m 1m
2 kN 5kN10kN/m
ABC D
RA=22.4kN2m
RB=24.6kN
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4m 1m
2 kN 5kN10kN/m
ABC D
RA=22.4kN2m
RB=24.6kN
X
Xx = 2.24m
9.6kNm
10kNmBMD
Point of
contra flexure
Mmax = 25.1 kNm
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9.6kNm
10kNmBMD
4m 1m
2 kN 5kN10kN/m
AC B D
RA=22.4kN 2mRB=24.6kN
X
Xx = 2.24m
22.4kN
19.6kN
Point of
contra flexure
17.6kN19.6kN
5 kN 5 kN
SFD
x = 2.24m
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Calculations of Absolute Maximum Bending Moment:
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 AC. Let that section be X-X, considered at a distancex
from support A as shownabove.
The shear force at that section can be calculated as
x = 2.24 mVx-x = 22.4 - 10. x = 0
Max. BM at X- X ,
Mmax = 22.4 × 2.24 – 10 × (2.24)2 / 2 = 25.1kNm
4m 1m
2 kN 5kN10kN/m
ABC D
RA=22.4kN2m
RB=24.6kN
X
Xx
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4m 1m
2 kN 5kN10kN/m
ABC D
RA=22.4kN2m
RB=24.6kN
X
Xx = 2.24m
Mmax = 25.1 kNm
9.6kNm
10kNmBMD
Point of
contra flexure
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Mmax = 25.1 kNm
9.6kNm
10kNmBMD
Point of
contra flexure
a
A
A
Let a be the distance of point of contra flexure from support B
Taking moments at the section A-A (Considering leftportion)
M 5(2 a ) 24.6a 0A A
a = 0.51 m
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4. Draw SFD and BMD for the single side overhanging beam
subjected to loading as shown below. Mark salient points on
SFD and BMD.
60kN/m
20kN/m20kN
3m 2m 2m
AB
Example Problem 4
C D
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60k
N/m
3m
Solution: Calculation of reactions:
ΣMA = 0
-RB × 5 + ½ × 3 × 60 × (2/3) × 3 +20 × 4 × 5 + 20 × 7 = 0 RB =144kN
ΣFy = 0
RA + 144 – ½ × 3 × 60 – 20 × 4 -20 = 0 RA = 46kN
20kN/m20kN
2m 2m
AB
RA RB
C D
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60k
N/m 20kN/m20kN
3m 2m 2m
1
3
2 3 4
5 64
5 6
Shear Force Calculations:
V0-0 =0 ; V1-1 = + 46 kN
V2-2 = +46 – ½ × 3 × 60 = - 44 kN
V3-3 = - 44 – 20 × 2 = - 84 kN
V4-4 = - 84 + 144 = + 60kN
V5-5 = +60 – 20 × 2 = + 20 kN
V6-6= 20 – 20 = 0 (Check)
RB = 144kN
RAR = 46kNA
1 20
0
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60kN/m
20kN/m20kN
3m 2m 2m
1
2 3
2 3 4
5 64
5 6RB = 144kN
RAR = 46kNA
46kN
44kN84kN
60kN20kN
SFD
Parabola
1
Example Problem 4
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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 AC. Let that section be X-X, considered at a distance ‘x’
from support A as shown above. The shear force expression at that section
should be equated to zero. i.e.,
Vx-x = 46 – ½ .x. (60/3)x = 0 x = 2.145 m
3m
60kN/m
20k
N/m
20kN
2m 2m
A
RA =46kN
C DBRB=144kNX
X
x
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Calculation of bending moments:
MA = MD = 0
MC = 46 × 3 – ½ × 3 × 60 × (1/3 × 3) = 48 kNm[Considering LHS of
section]
MB = -20 × 2 – 20 × 2 × 1 = - 80 kNm [Considering RHS of section]
Absolute Maximum Bending Moment, Mmax = 46 × 2.145 – ½ × 2.145
×(2.145 × 60/3) × (1/3 × 2.145) = 65.74 kNm
60k
N/m
3m
20kN/m20kN
2m 2m
A
RA =46kN
C DBRB=144kN
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Point of
Contra flexureBMD
60k
N/m
3m
20kN/m20kN
2m
A
RA =46kN
C DBRB=144kN
2m
48kNm
80kNm
Cubic parabola Parabola
Parabola
65.74kNm
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Point of
Contra flexureBMD
80kNm
Cubic parabola Parabola
Parabola
46kN
44kN84kN
60
kN 20kN
SFD
Parabola
65.74kNm
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Calculations of Absolute Maximum Bending Moment:
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 AC. Let that section be X-X, considered at a distance ‘x’
from support A as shown above. The shear force expression at that section
should be equated to zero. i.e.,
Vx-x = 46 – ½ .x. (60/3)x = 0 x = 2.145 m
BM at X- X , Mmax = 46 × 2.145 – ½ × 2.145 ×(2.145 × 60/3) × (1/3 × 2.145)=65.74kNm
3m
60kN/m
20k
N/m
20kN
2m 2m
A
RA =46kN
C DBRB=144kNX
X
x=2.145m
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Point of
Contra flexureBMD
65.74kNm48kNm
80kNm
Cubic parabola Parabola
Parabola
a
60k
N/m
3m
20kN/m20kN
2m
A
RA =46kN
C DBRB=144kN
2m
48kNm
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Point of contraflexure:
BMD shows that point of contra flexure is existing in the
portion CB. δet ‘a’ be the distance in the portion CB from the
support B at which the bending moment is zero. And that ‘a’
can be calculated as given below.
ΣMx-x = 0
2 0
(2 a)2
144a 20(a 2) 20
a = 1.095 m
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20kN/m30kN/m
2m 2m
AD
1m 1m
0.7m
5. Draw SFD and BMD for the single side overhanging beam
subjected to loading as shown below. Mark salient points on
SFD and BMD.
40kN0.5m
B C E
Example Problem 5
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20kN/m30kN/m
2m 2m
AD
1m 1m
0.7m
40kN
0.5m
B C E
40x0.5=20kNm
20kN/m30kN/m40kN
2m 2m
AD
1m 1m
B C E
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30kN/m
40
kN
2m 2m
AD
1m 1m
B C E
20kN/m20kNm
RA RD
Calculation of reactions:Solution:
ΣMA = 0
-RD × 4 + 20 × 2 × 1 + 40 × 3 + 20 + ½ × 2 × 30 × (4+2/3) = 0 RD=80k
ΣFy = 0
RA + 80 – 20 × 2 - 40 - ½ × 2 × 30 = 0 RA = 30 kN
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20kN/m30kN/m40kN
2m 1m 1m
20k
Nm1
1
2
2 3 4 5 6 7
73 4 5 6
RA =30kNRD =80kN
2m
Calculation of Shear Forces: V0-0 = 0
V5-5 = - 50 kN
V6-6 = - 50 + 80 = + 30kN
V7-7 = +30 – ½ × 2 × 30 = 0(check)
V1-1 = 30 kN
V2-2 = 30 – 20 × 2 = - 10kN
V3-3 = - 10kN
V4-4 = -10 – 40 = - 50 kN
0
0
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20kN/m30kN/m40kN
2m 1m 1m
20k
Nm1
1
2
2 3 4 5 6 7
73 4 5 6
RA =30kNRD =80kN
2m
30kN
10kN 10kN
50kN 50kN
30kN Parabola
SFD
x = 1.5 m
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20kN/m30kN/m
40
kN
2m 2m
AD
1m 1m
B C E
20kNm
RA RD
Calculation of bending moments:
MA = ME = 0
MX = 30 × 1.5 – 20 × 1.5 × 1.5/2 = 22.5 kNm
MB= 30 × 2 – 20 × 2 × 1 = 20 kNm
MC = 30 × 3 – 20 × 2 × 2 = 10 kNm (section before the couple)
MC = 10 + 20 = 30 kNm (section after the couple)
MD = - ½ × 30 × 2 × (1/3 × 2) = - 20 kNm( Considering RHS of the sectio
x = 1.5 m X
X
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20kN/m30kN/m
40
kN
2m
AD
1m 1m
B C E
20kNm
RA RD
x = 1.5 m X
X
2m
22.5kNm20kNm
30kNm
10kNm
20kNm
Cubic parabola
Parabola
BMD
Point of contra flexure
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20kNm
10kNm
20kNm
Cubic parabola
Parabola
BMD
Point of contra flexure
30kN
10kN 10kN
50kN 50kN
30kN Parabola
SFD
x = 1.5 m
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6.Draw SFD and BMD for the
cantilever beam subjected to
loading as shown below.
20kN/m
40kN
3m 1m
A
1m
0.7m
0.5m
300
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20kN/m
40
kN
3m 1m
A
1m
0.7m
0.5m
300
20kN/m
3m 1m
A
1m
0.7m
0.5m
40Sin30 = 20kN
40Cos30 =34.64kN
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20kN/m
3m 1m1m
0.7m
40Sin30 = 20kN
0.5m
40Cos30 =34.64kN
20kN/m
3m 1m1m
34.64kN
20x0.5 – 34.64x0.7=-14.25kNm
20kN
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20k
N/m
3m 1m
20kN
34.64kN
14.25kNm
A B 1m C D
HD
MD
VD
Calculation of Reactions (Here it is optional):
ΣFx = 0
ΣFy = 0
HD = 34.64 kN
VD = 20 × 3 + 20 = 80 kN
ΣMD = 0 MD - 20 × 3 × 3.5 – 20 × 1 – 14.25 = 244.25kNm
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20k
N/m
3m 1m
20kN
VD=80kN
1 3 4 1m 5
613 42
2
Shear Force Calculation:
V1-1 =0
V2-2 = -20 × 3 = - 60kN
V3-3 = - 60 kN
V4-4 = - 60 – 20 = - 80 kN
V5-5 = - 80 kN
V6-6 = - 80 + 80 = 0 (Check)
14.25kNm5
34.64kN HD
6 MD
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20k
N/m
3m 1m
20kN
VD=80kN
1 3 4 1m 5 6
6153 42
2
60kN 60kN
80kN 80kN
SFD
MD
34.64kN
14.25kNm
HD
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Bending Moment Calculations:
MA = 0
MB = - 20 × 3 × 1.5 = - 90 kNm
MC = - 20 × 3 × 2.5 = - 150 kNm (section before thecouple)
MC = - 20 × 3 × 2.5 – 14.25 = -164.25 kNm (section after the couple)
MD = - 20 × 3 × 3.5 -14.25 – 20 × 1 = -244.25 kNm (section beforeMD)
moment)
MD = -244.25 +244.25 = 0 (section after MD)
20k
N/m
1m
34.64kN
20kN
14.25kNm
A3m 1m CB D
MD
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20k
N/m
3m 1m
20kN
34.64kN
14.25kNm
A B 1m C D
90kNm
164.25kNm
244.25kNm
150kNmBMD
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L/2
W
L/2
wkN/m
L
W
wkN/m
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Exercise Problems
20kN/m5kNm
1. Draw SFD and BMD for a single side overhanging beam subjected to loading as shown below. Mark absolute maximum bending moment on bending moment diagram and locate point of contra flexure.
15kN/m10kN
3m 1m 1m 2m1m 1m
[Ans: Absolute maximum BM = 60.625 kNm ]
VM-73
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10kN
A
2. Draw shear force and bending moment diagrams [SFD
and BMD] for a simply supported beam subjected to
loading as shown in the Fig. given below. Also locate
and determine absolute maximum bending moment.
4kN/m
1m 1m 1m1m2m
16kN
600B
[Ans: Absolute maximum bending moment = 22.034kNm
Its position is 3.15m from Left hand support ]
Exercise Problems VM-74
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50kN
A
3. Draw shear force and bending moment diagrams [SFD
and BMD] for a single side overhanging beam subjected
to loading as shown in the Fig. given below. Locate
points of contra flexure if any.
10kN/m
1m 1m 3m
[Ans : Position of point of contra flexure from RHS = 0.375m]
Exercise Problems
25kN/m
10kNm
B
2m
VM-75
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8kN
4. Draw SFD and BMD for a double side overhanging beam
subjected to loading as shown in the Fig. given below.
Locate the point in the AB portion where the bending
moment is zero.
[Ans : Bending moment is zero at mid span]
Exercise Problems
2m
8kN16kN
4kN/m
2m 2mB
2mA
VM-76
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[Ans :Max. positive bending moment is located at 2.89 m from LHS.
and whose value is 37.57 kNm ]
Exercise Problems
B
2m6m
A
5. A single side overhanging beam is subjected to uniformlydistributed
load of 4 kN/m over AB portion of the beam in addition to its self
weight 2 kN/m acting as shown in the Fig. given below. Draw SFD
and BMD for the beam. Locate the inflection points if any. Also locate
and determine maximum negative and positive bending moments.
4kN/m2kN/m
VM-77
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5kN
6. Three point loads and one uniformly distributed load are
acting on a cantilever beam as shown in the Fig. given
below. Draw SFD and BMD for the beam. Locate and
determine maximum shear force and bending moments.
[Ans : Both Shear force and Bending moments are maximum at supports.]
Exercise Problems
B
20kN10kN2kN/m
A1m 1m 1m
VM-78
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100N
A B
7. One side overhanging beam is subjected loading as
shown below. Draw shear force and bending moment
diagrams [SFD and BMD] for beam. Also determine
maximum hogging bending moment.200N
30N/m
4m
[Ans: Max. Hogging bending moment = 735 kNm]
Exercise Problems
4m3m
VM-79
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5kN
8. A cantilever beam of span 6m is subjected to three point
loads at 1/3rd points as shown in the Fig. given below.
Draw SFD and BMD for the beam. Locate and determine
maximum shear force and hogging bending moment.
[Ans : Max. Shear force = 20.5kN, Max BM= 71kNmBoth max. shear force and bending moments will occur
at supports.]
Exercise Problems
10kN
A 2m 2m B2m
300
0.5m 8kN 5kN
VM-80
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9. A trapezoidal load is acting in the middle portionAB of the double
side overhanging beam as shown in the Fig. given below. A couple
of magnitude 10 kNm and a concentrated load of 14 kN acting on
the tips of overhanging sides of the beam as shown. Draw SFD and
BMD. Mark salient features like maximum positive, negative
bending moments and shear forces, inflection points if any.
[Ans : Maximum positive bending moment = 49.06 kNm
Exercise Problems
14kN 40kN/m
B
2m
10kNm
A1m 4m
20kN/m
600
VM-81
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10. Draw SFD and BMD for the single side overhanging beam
subjected loading as shown below.. Mark salient features like
maximum positive, negative bending moments and shear forces,
inflection points if any.
Exercise Problems
24kN
6kN/m4kN/m0.5m
1m 1m 3m 2m 3m
Ans: Maximum positive bending moment = 41.0 kNm
VM-82
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UNIT-III
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Chapter 6
Section 3,4
Bending Deformation, Strain and
Stress in Beams
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Key Points:
1. Bending
moment causes
beam to
deform.
2. X = longitudinal
axis
3. Y = axis
of
symmetry
4. Neutral surface –
does not undergo
a change in length
6.2 Bending Deformation and Strain
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Key Points:
1. Internal bending moment causes beam to
deform.
2. For this case, top fibers in compression,
bottom in tension.
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Key Points:
1. Neutral surface – no change in length.
2. All cross-sections remain plane and perpendicular to
longitudinal axis.
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s lim
s's lim
( y)
y
s0s0
Radius of
curvature
Length
decreases
Length=
constant
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y Says normal strain is
linear
Maximum at outer
surface (where y = c)
max c
y
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max c
y
6.2 Bending Stress – The Flexure Formula
What about Stress????
Recall from section 6.1:
Therefore, it follows that
max c
y
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c
dAc
A
A
M ydF A
y2dAA
max
M max
y y y(dA)
Sum moments about cut:
This is the
moment of
inertia, I
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The Flexure Formula:
I
Mcmax
I
MyOr in general:
Max bending stress,
psi
Internal bending
moment, lb-in
Distance from NAto
outer fiber, in
Moment of inertia, in4
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Examples:
• Find maximum moment
• Find area properties, I and c
• Calculate stress
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WHERE IS
BENDING
STRESS
MAXAIMnsUwMer?:??
•Outer surface
(furthest away
from NeutralAxis)
• Value of x
along length
where
moment is
maximum!!
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Example: The T-shape beam is subjected to the loading below.
1. Draw shear and moment diagram. Identify location and magnitude of
Mmax.
2. Determine location and magnitude of maximum bending stress and draw
stress profile. Is the beam safe if the material is aluminum w/ y = 15
ksi?
3. What is the largest internal moment the beam can resist if allow = 2 ksi?
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45K
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Statics: Example 1 - Pliers
Given: Typical
household pliers as
shown.
Find: Force applied to
wire and force in pin that
connects the two parts of
the pliers.
Side: what is the shear stress
in pin and bending stress in
handle? SofM
Do this for homework.
See solution Link
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Statics: Example 2 – Crane Structure
Given: Crane structure as
shown.
Find: Forces and FBD’s
for cables A-B andA-E,
boom DEF and post
AFC.
Side: what is the normal stress in
cables (average normal only) and
normal stress in boom and post
(combined loading)? SofM
Do this for homework.
See solution Link
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Example 4: Determine the
resultant internal loadings acting
on the cross sections located
through points D and E of the
frame. (1-114)
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UNIT_IV
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Chapter 3 Torsion
Introduction
-- Analyzing the stresses and strains in machine
parts which are subjected to torque T
Circular
-- Cross-section
-- Material
-- Shaft
Non-circular
Irregular shapes
(1) Elastic
(2) Elasto-plastic
(1) Solid
(2) Hollow
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3.1Introducti
on T is a vector
Two ways of expression
-- Applications:
a. Transmission of torque in shafts,
e.g. in automobiles
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Assumptions in TorqueAnalysis:
a. Every cross section remains plane and undistorted.
b. Shearing strain varies linearly along the axis of the shaft.
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3.2 Preliminary Discussion of the Stresses in a Shaft
dF T
Free-body Diagram
Where = distance (torque arm)
Since dF = dA
(dA) T
The stress distribution is Statically
Indeterminate.
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-- εus t rely on “deformation” to solve theproblem.
Analyzing a small element:
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3.3 Deformations in a Circular Shaft
= (T, L) -- the angle of twist
(deformation)
Rectangular cross section
warps under torsion
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CD C 'D'
A circular plane remains
circular plane
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L
(in radians)
Determination of Shear Strain
The shear strain
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maxL
c
max
c
maxL
c
= c = radius of the shaft
LSince
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G
3.4 Stresses in the Elastic Range
Hooke’s Law
max
c
max G G
c
G Gmax max
max
cTherefore, (3.6)
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2
min max
c1 c
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J
max T dA dA
max 2dAc c
(dA) T (3.1) max
c
(3.9)
But 2dA J
Therefore, T max
cOr,
max
Tc
J
(3.6)
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Substituting Eq. (3.9) into Eq. (3.6)
J
max Tc
J
T
41
(3.10)
(3.9)
These are elastic torsion formulas.
For a solid cJylinder:c
4 4
2 1
21For a hollow cJylinder:(c2
c )
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max 0 max 0F 2( A )cos45 A 2
2o
Eq. (313)
ASince A A
max 0max
0A A 2
F A 2
(3-13)
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Mohr’s Circle (Sec. 7.4)
-- Pure Shear Condition
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Ductile materials fail
in shear (90o fracture)
Brittle materials are weaker in
tension (45o fracture)
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3.5 Angle of Twist in the Elastic Range
max
max max since
c
L
max
Tc
J
TL
JG
(3.3)
maxJG
G
Tc
(3.15)
maxL JG
c Tc Eq. (3.3) = Eq. (3.15)
Therefore,
Hence,
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i J iGi
Ti Ji
For Multiple-Section Shafts:
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Shafts with a Variable Circular Cross Section
0
LTdx
JG
d Tdx
JG
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(2) Deformation equation, i.e.TL
JG
6. Statically Indeterminate Shafts
-- Must rely on both
(1)Torque equations andT 0
Example 3.05
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P
2fT
7. Design of Transmission Shafts
-- Two Parameters in Transmission Shafts:
a. Power P
b. Speed of rotation
P power Twhere = angular velocity (radians/s) = 2
= frequency (Hz)
P 2 f T
[N.m/s = watts (W)] (3.21)
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max Tc
J
P
2fT
m a x
J
T
c
(3.21)
(3.9)
For a Solid Circular Shaft:
J 1 c4 and J / c
1 c3
2 2
Therefore,
1
2
T
m a x
c 3 c 2T
1 / 3
ma x
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3.8 Stress Concentrations in Circular Shafts
max KTc
J
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3.9 Plastic Deformation sin Circular Shafts
max
c(3.4)
c = radius of the shaft
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d
dA = 2d
c
dF T (3.1)
Knowing dF = dA
2
0
T dF dA (2d )
c
T 2 d
Where = ()
(3.26)
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T
TUcR
J
max Tc
J(3.9)
If we can determine experimentally an Ultimate
Torque, TU,
then by means of Eq. (3.9), we have
RT = Modulus of Rupture in Torsion
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L
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3.10 Circular Shafts Made of an Elasto-Plastic Material
Y YT c
max Tc
J
Case I: < Y Hooke’s Law applies, < max Case I
Case II
Case II: < Y Hooke’s Law applies, = max
JTY = max elastic torque
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Since
Case III: Entering Plastic Region
2Y Y
T 1 c3
J /C 1 c3
2
Y
Case III
0 Y:
Y
Y
Y – region within the plastic
range
Y c:
(3-29)
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2
0c
T 2 d
2
2 3
2
Y
Y
cY
elastic Y
Y Y Y Y Y
Y )Y
4 c3
2 2 d
1 3
plastic
T T T
d 2
Y
1 3
2 c3
2 3
3
T c33
(1
0
4
3
1 3Y )
YT T (14 c3
(3.26)
By evoking Eq. (3.26)
(3.31)
31
2Y Y
T c
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Case IV
Case IV -- Fully Plastic
3P YT
4T
4
3
1 3Y )
YT T (1
4 c3
Y 0:
= Plastic Torque (3-33)
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Y
L Y
4
3
Y )YT T (1
1 3
43
Y Y
c
c LY
Y
T A
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3.11 Residual Stresses in Circular Shafts
'
P
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(dA) 0
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3.12 Torsion of Noncircular Members
A rectangular shaft does not axisymmetry.
0 0zx zy
0 0yx yz
0 0xy xz
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1
max
T
c ab2
2
TL
c ab3G
From Theory of Elasticity:
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1 23
(for b/a = 5 only) 3.45c c 1(1
0.630b/a)
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3.13 Thin-Walled Hollow Shafts
Fx 0 FA - FB = 0 FA A(tAx)
(t x) (t x) 0A A B B
t tA A B B
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q t constant
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dF dA (tds) (t)ds qds
dMO pdF p(qds) q( pds)
dMo q(2dA )
T 2qA
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2
TL ds 4A G t
T
2tA
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UNIT-V
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THIN AND THICKCYLINDERS
These cylinders are subjected to fluid pressures. When a
cylinder is subjected to a internal pressure, at any point on the
stresses are induced on threecylinder wall, three types of
mutually perpendicular planes.They are,
INTRODUCTION:
In many engineering applications, cylinders are frequently
used for transporting or storing of liquids, gases or fluids.
Eg: Pipes, Boilers, storage tanks etc.
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1. Hoop or Circumferential Stress (σC) – This is directed along
the tangent to the circumference and tensile in nature. Thus,
there
will be increase in diameter.
2. Longitudinal Stress (σL ) – This stress is directed along the
length of the cylinder. This is also tensile in nature and tends
to increase the length.
3. Radial pressure ( pr ) – It is compressive in nature. Its
magnitude is equal to fluid pressure on the inside wall and
zero on the outer wall if it is open to atmosphere.
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σ C σ L
1. Hoop Stress (C)
Element on the cylinder
wall subjected to these
three stresses
σ Cσ C
σC
p
σ L
σ L
σ L
p ppr
σ Lσ L
3. Radial Stress (pr)
σ C
σ C
2. Longitudinal Stress (L)
pr
pr
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INTRODUCTION:
A cylinder or spherical shell is considered to be thin when the
metal thickness is small compared to internal diameter.
i. e., when the wall thickness, ‘t’ is equal to or less than
‘d/20’, where ‘d’ is the internal diameter of the cylinder or shell,
we consider the cylinder or shell to be thin, otherwise thick.
Magnitude of radial pressure is very small compared to other
two stresses in case of thin cylinders and hence neglected.
THINCYLINDERS
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axisLongitudinal stress
t
Circumferential stress
Longitudin
The stress acting along the circumference of the cylinder is called
circumferential stresses whereas the stress acting along the length of
the cylinder (i.e., in the longitudinal direction ) is known as
longitudinal stress
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The bursting will take place if the force due to internal (fluid)
pressure (acting vertically upwards and downwards) is more than the
resisting force due to circumferential stress set up in the material.
p
σc σc
P - internal pressure (str
σc –circumferential stre
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P - internal pressure (str
σc – circumferentialstre
dL
σc
p
t
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EVALUATION OF CIRCUMFERENTIAL or HOOP STRESS (σC):
Consider a thin cylinder closed at both ends and subjected to internal
pressure ‘p’ as shown in the figure.
Let d=Internal diameter, t = Thickness of the wall
L = Length of the cylinder.
p d
t
σcσc
dlt
p
d
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To determine the Bursting force across the diameter:
Consider a small length ‘dl’ of the cylinder and an elementary
area ‘dA’ as shown in the figure.
x2
dF pddlcos0dθ
dA
σcσc
dl
d
d0p0
t
Force on the elementary area,
dF pdA p rdldθ
pddldθ
2Horizontal component of this force
y2
dF pddlsin 0dθ
Vertical component of this force
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The horizontal components cancel out
when integrated over semi-circular
portion as there will be another equal
and opposite horizontal component on
the other side of the vertical axis.
d
0
Total diametrica l bursting force p2dlsin dθ
dA
σcσc
dlt
p0
d
d0
2
d0
p projected area of the curved surface.
p dl cos pddl
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Resisting force (due to circumfere ntial stress σc ) 2σc tdl
c2 t
Circumfere ntial stress, σ pd
........................(1)
dL
σc
p
t
Under equillibri um, Resisting force Bursting force
i.e., 2σc tdl pddl
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c2 t
Circumfere ntial stress, σ pd
........................(1)
Assumed as rectangular
Force due to fluid pressure = p × area on which p is acting = p ×(d ×L)
(bursting force)
Force due to circumferential stress = σc × area on which σc is acting
(resisting force) = σc × ( L × t + L ×t ) = σc × 2 L × t
Under equilibrium bursting force = resisting force
p ×(d ×L) = σc × 2 L ×t
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LONGITUDINAL STRESS (σL):
p
σL
The force, due to pressure of the fluid, acting at the ends of the
thin cylinder, tends to burst the cylinder as shown in figure
A
P
B
The bursting of the cylinder takes
place along the sectionAB
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EVALUATION OF LONGITUDINAL STRESS (σL):
t
σL
p
Longitudin al bursting force (on the end of cylinder) pπd2
4
Area of cross section resisting this force πd t
Let σL Longitudin al stress of the material of the cylinder.
Resisting force σL πd t
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4Li.e., p
π d2 σ πd t
L4 t
Longitudin al stress, σ pd
...................( 2)
From eqs (1) & (2), σ C 2 σ L
Under equillibri um, bursting force resisting force
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t4
πL
2 σ πddi.e., p ...................( 2)stress, σL4t
pd Longitudinal
Force due to fluid pressure parea on which p is acting
pπd2
4
Re sisting force σL area on which σL is acting
σL πd t
circumference
Under equillibri um, bursting force resisting force
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EVALUATION OF STRAINS
σ C=(pd)/(2t)σ C=(pd)/(2t)
σL=(pd)/(4t)
σ L=(pd)/(4t)
A point on the surface of thin cylinder is subjected to biaxial
stress system, (Hoop stress and Longitudinal stress) mutually
perpendicular to each other, as shown in the figure. The strains due
to these stresses i.e., circumferential and longitudinal are obtained
by applying Hooke’s law and Poisson’s theory for elastic materials.
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E EsC
Circumfere ntial strain, sC :
μ σL
σC
d 4 tE
6d pd (2μ)................................(3)i.e., sC
Cσ =(pd)/(σC=(pd)/(2t)
Lσ =(pd)/(4t)
Lσ =(pd)/(4t)
Note: Let 6d be the change in diameter. Then
d
c
d
d d d
d
final circumference original circumference
original circumference
E
σL (2 μ)
2σL μ
σL
E E
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EEs
L
Longitudin al strain, sL :
μ σC
σL
L 4 tE
6l pd (12μ)................................(4)i.e., sL
VVOLUMETRIC STRAIN,
v
Change in volume = 6V = final volume – original volume
original volume = V = area of cylindrical shell × length
L d 2
4
Eμ
(2σL )
σL (12μ) E E
σL
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4
4
d2L ( d )2 L 2 L d d d 2 L ( d )2 L 2 d d L
final volume = final area of cross section × final length
d d2L L4
d2 ( d )2 2 d d L L
4
neglecting the smaller quantities such as ( d )2 L, ( d )2 L and 2 d d L
Final volume d2L 2 L d d d 2 L
4
change in volume V d 2L 2 L d d d 2 L d2 L4 4
V 2 L d d d2 L
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V πd2 L
dv 4
π 2d L d Ld 2
L= s + 2 × sCV
dV
i.e.,V 4 tE
dv pd (5 4μ).................(5)
(2μ)4 tE
pd(1 2μ) 2
4 tE
pd
L d
4
L
2 d
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2
these stresses are normal and act perpendicu lar
to each other.
Maximum Shear stress :
There are two principal stresses at any point,
viz., Circumfere ntial and longitudin al. Both
max
pd
pd
2t 4t
2
σC -σL Maximum Shear stress, ı
i.e., maxı
pd.....................(5)
8t
Cσ =(pd)/(2t)Cσ =(pd)/(2t)
σ L=(pd)/(4t)
Lσ =(pd)/(4t)
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2
Maximum Shear stress :
max
pd
pd
2t 4t
2
σC -σL Maximum Shear stress, ı
i.e., maxı
pd.....................(5)
8t
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1. Circumferential stress, σC:
σC= (p×d) / (2×t)
= (1.2×1000) / (2× 12)
PROBLEM 1:
A thin cylindrical shell is 3m long and 1m in internal diameter. It is
subjected to internal pressure of 1.2 MPa. If the thickness of the sheet is
12mm, find the circumferential stress, longitudinal stress, changes in
dSiOamLeUteTr,IOlenNg:th and volume . Take E=200 GPa and μ= 0.3.
2. Longitudinal stress, σL:= 50 N/mm2 = 50 MPa (Tensile).
σL = (p×d) /(4×t)
= σC/2 = 50/2
= 25 N/mm2 = 25 MPa (Tensile).
ILLUSTRATIVEPROBLEMS
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Change in length = s L ×L= 5×10-05×3000 = 0.15 mm(Increase).
(2 μ)
(4 t) E
(pd)3. Circumferential strain, sc:
sc
(4 t) E
(pd) (12μ)sL
4. Longitudinal strain, sL:
(1.21000)
(20.3)
(412) 200103
2.12510-04 (Increase)
Change in diameter, 6d = sc ×d
= 2.125×10-04×1000 = 0.2125 mm (Increase).
(1.21000)
(1 2 0.3)
(412) 200103
510-05 (Increase)
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(5 4μ)dv
(p d)
V (4 t)E
VVolumetric strain,
dv:
(5 4 0.3)(412)200103
(1.21000)
4.7510-4 (Increase)
Change in volume, dv 4.7510-4 V
4.7510-4 π10002 3000
4
1.11919106 mm31.1191910-3 m3
1.11919 Litres .
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A copper tube having 45mm internal diameter and 1.5mm wall
thickness is closed at its ends by plugs which are at 450mm apart. The
tube is subjected to internal pressure of 3 MPa and at the same time
pulled in axial direction with a force of 3 kN. Compute: i) the change
in length between the plugs ii) the change in internal diameter of the
tube. Take ECU = A10]0DGuPeat,oaFnlduμidCUpr=es0s.u3r.e of 3 MPa:
SOLUTION:
L4 t E
Longitudinal stress, σL = (p×d) / (4×t)
Long. str=ain(3, ×s45)(p/ (4d×) 1.(51)=222μ.)50 N/mm2 = 22.50 MPa.
22.5 (1 20.3)
9105
100103
Change in length, 6L= sL × L = 9 × 10-5×450 = +0.0405 mm (increase)
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Change in diameter, 6d= sc × d = 3.825 × 10-4×45
= + 0.0172 mm (increase)B] Due to Pull of 3 kN (P=3kN):
Area of cross section of copper tube, Ac = π × d × t
= π × 45 × 1.5 = 212.06 mm2
Longitudinal strain, s L = direct stress/E = σ/E = P/(Ac × E)
= 3 × 103/(212.06 × 100 × 103 )
= 1.415 × 10-4
Change in length, 6L=sL× L= 1.415 × 10-4 ×450= +0.0637mm(increase)
(4 t) E
(pd) (2μ)Circumfere ntial strain sC
Pd/4t = 22.5
22.5(20.3)
3.825104
100103
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Lateral strain, slat= -μ × Longitudinal strain = -μ × sL
= - 0.3× 1.415 × 10-4 = -4.245 × 10-5
Change in diameter, 6d = slat × d = -4.245 × 10-5 ×45
= - 1.91 × 10-3 mm (decrease)
C) Changes due to combined effects:
Change in length = 0.0405 + 0.0637 = + 0.1042 mm (increase)
Change in diameter = 0.01721 - 1.91 × 10-3 = + 0.0153 mm (increase)
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PROBLEM 3:
A cylindrical boiler is 800mm in diameter and 1m length. It is
required to withstand a pressure of 100m of water. If the permissible
tensile stress is 20N/mm2, permissible shear stress is 8N/mm2 and
permissible change in diameter is 0.2mm, find the minimum thickness
SOoLfUthTeIOmNet:al required. Take E = 200GPa, and μ = 0.3.
Fluid pressure, p = 100m of water = 100×9.81×103 N/m2
= 0.981N/mm2 .
1. Thickness from Hoop Stress consideration: (Hoop stress is critical
than long. Stress)
σC = (p×d)/(2×t)
20 = (0.981×800)/(2×t)
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2. Thickness from Shear Stress consideration:
Therefore, required thickness, t = 19.62 mm.
ı max(8 t)
(pd)
t 12.26mm.
3. Thickness from permissible change in diameter consideration
(6d=0.2mm):
(8 t)
(0.981800)8
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PROBLEM 4:
A cylindrical boiler has 450mm in internal diameter, 12mm thick and
0.9m long. It is initially filled with water at atmospheric pressure.
Determine the pressure at which an additional water of 0.187 liters
may be pumped into the cylinder by considering water to be
incompressible. Take E = 200 GPa, and μ = 0.3.
SOLUTION:
Additional volume of water, 6V = 0.187 liters = 0.187×10-3 m3
= 187×103 mm3
V π4502 (0.9103) 143.14106 mm3
4
(5 4μ)dV
pd
Solving, p=7.33 N/mm2
(5 40.33)p450
143.14106 412200103
V 4 tE
187103
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JOINTEFFICIENCY
Longitudinal
rivets
Circumferential
rivets
Steel plates of only particular lengths and width are available. Hence
whenever larger size cylinders (like boilers) are required, a number
of plates are to be connected. This is achieved by using riveting in
circumferential and longitudinal directions as shown in figure. Due to
the holes for rivets, the net area of cross section decreases and hence
the stresses increase.
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JOINTEFFICIENCY
.............(1)L
C
p d
2 tyσ
The cylindrical shells like boilers are having two types of joints
namely Longitudinal and Circumferential joints. Due to the holes for
rivets, the net area of cross section decreases and hence the stresses
increase. If the efficiencies of these joints are known, the stresses can
be calculated as follows.
Let y L= Efficiency of Longitudinal joint
and y C = Efficiency of Circumferential joint.Circumferential stress is given by,
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.............(2)C
L
p d 4
t yσ
Note: In longitudinal joint, the circumferential stress is developed
and in circumferential joint, longitudinal stress is developed.
Longitudinal stress is given by,
Circumferential
rivetsLongitudinal
rivets
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If A is the gross area andAeff is the effective resisting area then,
Efficiency = Aeff/A
Bursting force = p L d
Resisting force = σc ×Aeff = σc ×yL ×A = σc ×yL ×2 tL
Where y L=Efficiency of Longitudinal joint
Bursting force = Resisting force
p L d = σc ×yL × 2 t L
.............(1)L
C
p d
2 tyσ
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If y c=Efficiency of circumferential joint
Efficiency = Aeff/A
Bursting force = (π d2/4)p
Resisting force = σL ×A′eff = σL ×yc ×A′ = σL ×yc ×π d t
Where y L=Efficiency of circumferential joint
Bursting force = Resisting force
.............(2)C
L
pd
4tyσ
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A cylindrical tank of 750mm internal diameter, 12mm thickness and
1.5m length is completely filled with an oil of specific weight
7.85 kN/m3 at atmospheric pressure. If the efficiency of longitudinal
joints is 75% and that of circumferential joints is 45%, find the
pressure head of oil in the tank. Also calculate the change in volume.
Take permissible tensile stress of tank plate as 120 MPa and E = 200
GPa, and μ = 0.3.
SOLUTION:
Let p = max permissible pressure in the tank.
Then we have, σL= (p×d)/(4×t) y C
120 = (p×750)/(4×12) 0.45
Also, σ C= (p×pd=)/(32.×4t5)6yMLPa.
120 = (p×750)/(2×12) 0.75
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Max permissible pressure in the tank, p = 2.88 MPa.
Vol. Strain,V (4 tE)
dv (pd) (54μ)
dv 8.5510-4 V 8.5510-4 π7502 1500 0.567106 mm 3.
4
0.567 10-3 m3 0.567 litres.
(5 - 40.3) 8.5510-4
(412200103)
(2.88750)
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A boiler shell is to be made of 15mm thick plate having a limiting
tensile stress of 120 N/mm2. If the efficiencies of the longitudinal and
circumferential joints are 70% and 30% respectively determine;
i) The maximum permissible diameter of the shell for an
internal pressure of 2 N/mm2.
(ii) Permissible intensity of internal pressure when the shell
diameter is 1.5m.SOLUTION:
(i) To find the maximum permissible diameter of the shell for an
internal pressure of 2 N/mm2:
2 tyL
pdi. e., σc
a) Let limiting tensile stress = Circumferential stress = σ c =
120N/mm2.
d = 1260 mm2150.7
2d120
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4 tyC
pdi. e., σL
b) Let limiting tensile stress = Longitudinal stress = σ L =120N/mm2.
The maximum diameter of the cylinder in order to satisfy both the
conditions = 1080 mm.
d = 1080 mm.4150.3
2d120
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(ii) To find the permissible pressure for an internal diameter of 1.5m:
(d=1.5m=1500mm)
a) Let limiting tensile stress = Circumferential stress = σ c =
120N/mm2.
pdi. e., σc
b) Let limiting tensile stress = Longitudinal stress = σ L =120N/mm2.
4 tyC
pdi. e., σL
p 1.68 N/mm 2.
2150.7
2 tyL
p1500120
p 1.44 N/mm 2.
The maximum permissible pressure = 1.44 N/mm2.
4150.3
p1500120
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PROBLEM 1:
Calculate the circumferential and longitudinal strains for a boiler of
1000mm diameter when it is subjected to an internal pressure of
1MPa. The wall thickness is such that the safe maximum tensile stress
in the boiler material is 35 MPa. Take E=200GPa and μ= 0.25.
(Ans: s C=0.0001531, s L=0.00004375)
PROBLEM 2:
A water main 1m in diameter contains water at a pressure head of
120m. Find the thickness of the metal if the working stress in the pipe
metal is 30 MPa. Take unit weight of water = 10 kN/m3.
(Ans: t=20mm)
PROBLEMS FORPRACTICE
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THIN AND THICK
CYLINDERS-33
PROBLEM 3:
A gravity main 2m in diameter and 15mm in thickness. It is subjected
to an internal fluid pressure of 1.5 MPa. Calculate the hoop and
longitudinal stresses induced in the pipe material. If a factor of safety
4 was used in the design, what is the ultimate tensile stress in the pipe
material?
(Ans: C=100 MPa, L=50 MPa, σU=400 MPa)
PROBLEM 4:
At a point in a thin cylinder subjected to internal fluid pressure, the
value of hoop strain is 600×10-4 (tensile). Compute hoop and
longitudinal stresses. How much is the percentage change in the
volume of the cylinder? Take E=200GPa and μ= 0.2857.
(Ans: C=140 MPa, L=70 MPa, %age change=0.135%.)
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THIN AND THICK
CYLINDERS-34
PROBLEM 5:
A cylindrical tank of 750mm internal diameter and 1.5m long is to be
filled with an oil of specific weight 7.85 kN/m3 under a pressure head
of 365 m. If the longitudinal joint efficiency is 75% and
circumferential joint efficiency is 40%, find the thickness of the tank
required. Also calculate the error of calculation in the quantity of oil
in the tank if the volumetric strain of the tank is neglected. Take
permissible tensile stress as 120 MPa, E=200GPa and μ= 0.3 for the
tank material. (Ans: t=12 mm, error=0.085%.)
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THICK CYLINDERS
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INTRODUCTION:
The thickness of the cylinder is large compared to that of thin
cylinder.
i. e., in case of thick cylinders, the metal thickness ‘t’ is more
than ‘d/20’, where ‘d’ is the internal diameter of the cylinder.
Magnitude of radial stress (pr) is large and hence it cannot be
neglected. The circumferential stress is also not uniform across the
cylinder wall. The radial stress is compressive in nature and
circumferential and longitudinal stresses are tensile in nature.
Radial stress and circumferential stresses are computed by using
‘δame’s equations’.
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δAεE’S EQUATIONS (Theory) :
ASSUMPTIONS:
1. Plane sections of the cylinder normal to its axis
remain plane and
normal even under pressure.
2. Longitudinal stress (σL) and longitudinal strain (sL)
remain constant throughout the thickness of the
wall.
3.Since longitudinal stress (σL) and longitudinal strain (sL) are
constant, it follows that the difference in the magnitude of hoop
stress and radial stress (pr) at any point on the cylinder wall is a
constant.
4. The material is homogeneous, isotropic and obeys Hooke’s law. (The
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δAεE’S EQUATIONS FOR RADIAδ PRESSUREAND
CIRCUMFERENTIAL STRESS
Consider a thick cylinder of external radius r1 and internalradius
r2, containing a fluid under pressure ‘p’ as shown in the fig.
δet ‘δ’ be the length of thecylinder.
p
r2
r1
p
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Consider an elemental ring of radius ‘r’and thickness ‘6r’ as shown
in the above figures. Let pr and (pr+ 6pr) be the intensities of radial
pr+δpr
r2
prr1
r
pr+δpr
r2
prr1
r
σc σc
r 6r
Pr
pr+δprExternal
pressure
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Consider the longitudinal
section XX of the ring as
shown in the fig.
The bursting force is
evaluated by considering
the projected area,
‘2×r×L’ for the inner face
and ‘2×(r+6r)×L’ for the
outer face .
The net bursting force, P = pr×2×r×L - (pr+6pr)×2×(r+6r)×L
=( -pr× 6r - r×6pr - 6pr × 6r) 2L
Bursting force is resisted by the hoop tensile force developing at the
level of the strip i.e.,
Lpr
pr+6pr
r r+6r
X X
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Thus, for equilibrium, P = Fr
(-pr× 6r - r×6pr- 6pr × 6r) 2L = σ c×2×6r×L
-pr× 6r - r×6pr- 6pr × 6r = σ c×6r
Neglecting products of small quantities, (i.e., 6pr × 6r)
σ c = - pr – (r × 6pr )/ 6r ...…………….(1)
σL μσC μ
pr constant Since P iscompressiveL LonEgitudinalEstrain isEconstant. Hence we have,rs =
σL
E
μ(σ p ) constant
E C rLs =
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σ c- pr = 2a,
i.e., σc = pr + 2a, ………………(2)
rFrom (1), p + r2a = - p – (r× 6pr ) / 6r
r
r
pr2(p a) -r
...........(3)p
r 2r r (pr a)
i. e.,
2Thus, loge (pr+a) = -2 ×loge r + loge b = - loge r + loge b =loger 2
Integrating, (-2 ×loge r) + c = loge (pr + a)
Where c is constant of integration. Let it be taken as loge b, where ‘b’
is another constant.b
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...............(4)r2rr2r or, radial stress, p b ai.e., p a
b
The equations (4) & (η) are known as “δame’s Equations” for radial
pressure and hoop stress at any specified point on the cylinder wall.
Thus, r1≤r ≤r2.
c rHoop stress, σ p 2a b a 2 a
r2
i.e . ,r 2cσ b
a . . . . . . . . . . . . . . . . . . . . . . . . . . . (5)
Substituting it in equation 2, we get
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ANALYSIS FOR LONGITUDINAL STRESS
L2σ × π ×(r1 -r2
2)=(Tensile)
×r )σ
2p2
2
1r22
Lπ(r×
For equilibrium, FLp=Pr2
2
pp
r2r1
σL
σ LσL
σL
L
Consider a transverse section near the end wall as shown in the fig.
Bursting force, P =π×r22×p
Resisting force is due to longitudinal stress ‘σ L’.
i.e., FL= σ L× π ×(r12-r2
2)
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NOTE:
1. Variations of Hoop stress and Radial stress are parabolic
across
the cylinder wall.
2. At the inner edge, the stresses are maximum.
3. The value of ‘Permissible or εaximum Hoop Stress’ is tobe
considered on the inner edge.
4. The maximum shear stress (σ max) and Hoop, Longitudinal
and radial strains (sc, sL, sr) are calculated as in thin cylinder
but
separately for inner and outer edges.
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ILLUSTRATIVE PROBLEMS
PROBLEM 1:
A thick cylindrical pipe of external diameter 300mm and internal
diameter 200mm is subjected to an internal fluid pressure of 20N/mm2
and external pressure of 5 N/mm2. Determine the maximum hoop
stress developed and draw the variation of hoop stress and radial
stress across the thickness. Show at least four points for each case.SOLUTION:
External diameter = 300mm.
Internal diameter = 200mm.
External radius, r1=150mm.
Internal radius, r2=100mm.
δame’s equations:
For Hoop stress,
r2cσ b a
r2rp
b a .........(1)
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Boundary conditions:
At r =100mm (on the inner face), radial pressure = 20N/mm2
i.e.,
b
1002 a ..................(3)
i.e.,
20
b
Similarly, at r =150m1m502(on the outer face), radial pressure = 5N/mm25 a ..................(4)
r2cσ 2,70,000
7 ............(5)
r2pr 7 ............(6)
Solving equations (3) & (4), we get a = 7, b = 2,70,000.
δame’s equations are, fo2r,7H0o,0o0p0stress,
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To draw variations of Hoop stress & Radial stress :
100
At r =100mm (on2,t7h0e,0in0n0erface),
1002r
2
Radial stress, p 2,70,000
7 20 MPa (Comp)
Hoop stress, σc 7 34 MPa (Tensile)
At r =120mm,
1202r
1202c
Radial stress, p 2,70,000
7 11.75 MPa (Comp)
Hoop stress, σ 2,70,000
7 25.75 MPa (Tensile)
At r =135mm,
1352r
1352c
Radial stress, p 2,70,000
7 7.81 MPa (Comp)
Hoop stress, σ 2,70,000
7 21.81 MPa(Tensile)
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1502r
1502c
Radial stress, p 2,70,000
7 5 MPa (Comp)
Hoop stress, σ 2,70,000
7 19 MPa (Tensile)
At r 150mm,
Variation of Hoop stress & Radial stress
Variation of Hoop
Stress-Tensile
(Parabolic)
Variation of Radial
Stress –Comp
(Parabolic)
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PROBLEM 2:
Find the thickness of the metal required for a thick cylindrical shell of
internal diameter 160mm to withstand an internal pressure of 8 N/mm2.
TShOeLmUaTxiImOuNm:hoop stress in the section is not to exceed 35 N/mm2.
Internal radius, r2=80mm.
Lame' s equations are,
r2r
r2c
for Radial stress, p b a ................(2)
for Hoop Stress, σ b a ....................(1)
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Boundary conditions are,2
at r 80mm, radial stress pr 8 N/mm ,2
and Hoop stress, σC 35 N/mm . (Hoop stress is max on inner face)
Solving equations (3) & (4), we get a 13.5, b 1,37,600.
b
802
802
b a ..................(4)35
a ..................(3)i.e., 8
r2r
r2c
and p 1,37,600
13.5 ............(6)
Lame' s equations are, σ 1,37,600
13.5 ............(5)
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On the outer face, pressure 0.
i.e., pr 0 at r r1.
Thickness of the metal r1 -r2
20.96mm.
r 2
1
r1 100.96mm.
0 1,37,600
13.5
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PROBLEM 3:
A thick cylindrical pipe of outside diameter 300mm and internal
diameter 200mm is subjected to an internal fluid pressure of 14 N/mm2.
Determine the maximum hoop stress developed in the cross section.
What is the percentage error if the maximum hoop stress is calculated
by the equations for thin cylinder?SOLUTION:
Internal radius, r2=100mm. External radius, r1=150mm
.
δame’s equations:
For Hoop stress, .........(1)
For radial pressure, .........(2)
cσ b a
r
b2 a
r2
pr
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Boundary conditions:
At x =100mm
Pr = 0
i.e.,
b
1002
Pr = 14N/mm2
a ..................(1)
i.e.,
14
b
Similarly, 1at50x2=150mm0 a ..................(2)
r2rLame' s equation forHoop stress, σ 22,500
11.2 ............(3)
Solving, equations (1) & (2), we get a =11.2, b = 2,52,000.
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1002maxσ 252000
11.2 36.4MPa.
Max hoop stress on the inner face (where x=100mm):
Percentage error (36.4 - 28
)100 23.08%.36.4
σmax
where D 200mm, t 50mm and p 14MPa.
2 t
pdBy thin cylinder formula,
max250
σ 14200
28MPa.
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PROBLEM 4:
ı
The principal stresses at the inner edge of a cylindrical shell are
81.88 MPa (T) and 40MPa (C). The internal diameter of the
cylinder is 180mm and the length is 1.5m. The longitudinal
stress is 21.93 MPa (T). Find,
(i)Max shear stress at the inner edge.
(ii)Change in internal diameter.
(iii)Change in length.
(SivO)LCUhTanIgOeNin: volume.
Take E=200 Gi) PMaaaxnsdheμa=r 0st.r3e.ss on the inner face:
max
σC - pr 81.88- (-40)
2 2
= 60.94 MPa
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ii) Change in inner diameter :
Lr
6d
σC -μp -
μ σ
d E E E
Cr
μ μ- p - σ
iii) Change in Length :
6l
σL
L E E E
0.30.3-
81.88
4.36510 -4
6d 0.078mm.
(40)200103
21.93-200103200103
0.30.3-
21.93
46.8310-6
6l 0.070mm.
81.88200103
(40) -200103200103
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)2
4
-4
35.11103 mm3.
π180 1500 6V 9.19810 (
iv) Change in volume :
6V
6l 2
6d
V L D
= 9.198 ×10-4
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PROBLEM 5:
Find the max internal pressure that can be allowed into a thick pipe of
outer diameter of 300mm and inner diameter of 200mm so that tensile
stress in the metal does not exceed 16 MPa if, (i) there is no external
flSuOidLpUreTsIsOurNe,:(ii) there is a fluid pressure of 4.2 MPa.
External radius, r1=150mm.
Internal radius, r2=100mm.
Case (i) – When there is no external fluid pressure:
Boundary conditions:
At r=100mm , σc = 16N/mm2
At r=150mm , Pr = 0
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b
1502
1002
b a ..................(2)0
a ..................(1)i.e., 16
Solving we get, a = 4.92 & b=110.77×103
2
2
4.92 ..................(4)110.77103
pr
4.92 ..................(3)110.77103
so that σc
r
r
1002 4.92 6.16 MPa.
110.77103
pr
Fluid pressure on the inner face where r 100mm,
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Case (ii) – When there is an external fluid pressure of 4.2 MPa:
Boundary conditions:
At r=100mm , σc= 16 N/mm2
At r=150mm , pr= 4.2 MbPa.
1502
1002
b a ..................(2)4.2
i.e., 16 a ..................(1)
Solving we get, a = 2.01 & b=139.85×103
2
2
2.01 ..................(4)139.85103
pr
2.01 ..................(3)139.85103
so that σr
r
r
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1002
139.85103
pr 2.0111.975 MPa.
Fluid pressure on the inner face where r 100mm,
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PROBLEM 1:
A pipe of 150mm internal diameter with the metal thickness of 50mm
transmits water under a pressure of 6 MPa. Calculate the maximum
and minimum intensities of circumferential stresses induced.
(Ans: 12.75 MPa, 6.75 MPa)
PROBLEM 2:
Determine maximum and minimum hoop stresses across the section
of a pipe of 400mm internal diameter and 100mm thick when a fluid
under a pressure of 8N/mm2 is admitted. Sketch also the radial
pressure and hoop stress distributions across the thickness.
(Ans: max=20.8 N/mm2, min=12.8 N/mm2)
PROBLEM 3:
A thick cylinder with external diameter 240mm and internal diameter
PROBLEMS FORPRACTICE
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THIN AND THICK
CYLINDERS-63
PROBLEM 4:
A thick cylinder of 1m inside diameter and 7m long is subjected to an
internal fluid pressure of 40 MPa. Determine the thickness of the
cylinder if the maximum shear stress in the cylinder is not to exceed
65 MPa. What will be the increase in the volume of the cylinder?
E=200 GPa, μ=0.3. (Ans: t=306.2mm, 6v=5.47×10-3m3)
PROBLEM 5:
A thick cylinder is subjected to both internal and external pressure.
The internal diameter of the cylinder is 150mm and the external
diameter is 200mm. If the maximum permissible stress in the cylinder
is 20 N/mm2 and external radial pressure is 4 N/mm2, determine the
intensity of internal radial pressure. (Ans: 10.72 N/mm2)
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