AFD SFD BMD.ppt

Shear Force and Bending Moments
Consider a section x-x at a distance 6m from left hand support A
5kN 10kN 8kN
4m 5m 5m 1m
A
C D
B
RA = 8.2 kN RB=14.8kN
E
x
x
6 m
Imagine the beam is cut into two pieces at section x-x and is separated, as
shown in figure

To find the forces experienced by the section, consider any one portion of the
beam. 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
14.8 kN
4 m
6 m
9 m
1 m
5 m

5kN
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.

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
moments of all forces acting on the beam either to the left or
right of the section 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

Moment and Bending moment
Bending Moment (BM): The moment which causes the
bending effect on the beam is called Bending Moment. It is
generally denoted by ‘M’ or ‘BM’.
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.

F
F
F
F
+ ve shear force - ve shear force

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.
Fig. Sagging bending moment [Positive bending moment
]
Convexity

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.
Fig. Hogging bending moment [Negative bending moment ]
Convexity

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).

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.

Relationship between load, shear force and
bending moment
Fig. A simply supported beam subjected to general type loading
L
w kN/m
x
x
x1
x1
dx
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.

dx
v
V+dV
M M+dM
Fig. FBD of Differential element of the beam
x
x x1
x1
w kN/m
O
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 
dx
dM
v 
It is the relation between shear force and BM
Neglecting the small quantity of higher order

dx
v
V+dV
M M+dM
Fig. FBD of Differential element of the beam
x
x x1
x1
w kN/m
O
Considering the Equilibrium Equation ΣFy = 0
- V + (V+dV) – w dx = 0  dv = w.dx 
dx
dv
w 
It is the relation Between intensity of Load and
shear force

Variation of Shear force and bending moments
Variation of Shear force and bending moments for various standard
loads are as shown in the following Table
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)
Table: Variation of Shear force and bending moments

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

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.

E
5N 10N 8N
2m 2m 3m 1m
A
C D
B
Solution:
Using the condition: 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 RB
[Clockwise moment is Positive]

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 V6-6 = - 5.25 N
V2-2 = + 9.75 N V7-7 = 5.25 – 8 = -13.25 N
V3-3 = + 9.75 – 5 = 4.75 N V8-8 = -13.25
V4-4 = + 4.75 N V9-9 = -13.25 +13.25 = 0
V5-5 = +4.75 – 10 = - 5.25 N (Check)
5N 10N 8N
2m 2m 3m 1m
RA = 9.75 N RB=13.25N
1
1
1
2
2
3
3
4
4
5
5
6
6
7
7
8 9
8 9
0
0
Shear Force Calculation:

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

Bending moment at A is denoted as MA
Bending moment at B is denoted as MB
and so on…
MA = 0 [ since it is simply supported]
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 Moment Calculation

5N 10N 8N
2m 2m 3m 1m
19.5Nm
29Nm
13.25Nm
BMD
A B
C D E

E
5N 10N 8N
2m 2m 3m 1m
A
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

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

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 10kN
2kN/m
A B
C D E
Example Problem 2

2m 3m 3m 2m
5kN 10kN 5kN
2kN/m
A B
C 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) = 16 kN
RA RB

2m 3m 3m 2m
5kN 10kN 5kN
2kN/m
1
1 3
4
2
3
2
4 6
6
5
5
9
9
8
7
7
8
Shear Force Calculation: V0-0 = 0
V1-1 = - 5kN V6-6 = - 5 – 6 = - 11kN
V2-2 = - 5kN V7-7 = - 11 + 16 = 5kN
V3-3 = - 5 + 16 = 11 kN V8-8 = 5 kN
V4-4 = 11 – 2 × 3 = +5 kN V9-9 = 5 – 5 = 0 (Check)
V5-5 = 5 – 10 = - 5kN
RA=16kN RB = 16kN
0
0

2m 3m 3m 2m
5kN 10kN 5kN
2kN/m
A B
C D E
5kN
+
+
5kN 5kN
5kN 5kN 5kN
11kN
11kN
SFD

2m 3m 3m 2m
5kN 10kN 5kN
2kN/m
A B
C D E
Bending Moment Calculation:
MC = ME = 0 [Because Bending moment at free end is zero]
MA = MB = - 5 × 2 = - 10 kNm
MD = - 5 × 5 + 16 × 3 – 2 × 3 × 1.5 = +14 kNm
RA=16kN RB = 16kN

2m 3m 3m 2m
5kN 10kN 5kN
2kN/m
A B
C D E
10kNm
10kNm
14kNm
BMD

2m 3m 3m 2m
5kN 10kN 5kN
2kN/m
A B
C D E
10kNm 10kNm
14kNm
BMD
+
+
5kN 5kN
5kN 5kN 5kN
11kN
11kN
SFD

10kNm 10kNm
Let x be the distance of point of contra flexure from support A
Taking moments at the section x-x (Considering left portion)
0
2
2
16
)
2
(
5
2







x
x
x
M x
x
x = 1 or 10
.`. x = 1 m
x
x
x
x
Points of contra flexure
2m 3m 3m 2m
5kN 10kN 5kN
2kN/m
A B
C D E

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 5kN
10kN/m
A
B
C D
Example Problem
Example Problem 3

4m 1m 2m
2 kN 5kN
10kN/m
A B
RA RB
Solution : Calculation of Reactions:
ΣMA = 0
- RB × 5 + 10 × 4 × 2 + 2 × 4 + 5 × 7 = 0  RB = 24.6 kN
ΣFy = 0
RA + 24.6 – 10 x 4 – 2 + 5 = 0  RA = 22.4 kN

4m 1m 2m
2 kN 5kN
10kN/m
RA=22.4kN
RB=24.6kN
Shear Force Calculations:
V0-0 =0; V1-1 = 22.4 kN V5-5 = - 19.6 + 24.6 = 5 kN
V2-2 = 22.4 – 10 × 4 = -17.6kN V6-6 = 5 kN
V3-3 = - 17.6 – 2 = - 19.6 kN V7-7 = 5 – 5 = 0 (Check)
V4-4 = - 19.6 kN
1
1
2
2
3
3
4
4
5
5
6
6
7
7
0
0

4m 1m 2m
2 kN 5kN
10kN/m
RA=22.4kN
RB=24.6kN
22.4kN
19.6kN 19.6kN
17.6kN
5 kN 5 kN
SFD
x = 2.24m
A
C B D

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 at that section can be calculated as
Vx-x = 22.4 - 10. x = 0  x = 2.24 m
4m 1m 2m
2 kN 5kN
10kN/m
A
B
C D
RA=22.4kN
RB=24.6kN
X
X
x

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 2m
2 kN 5kN
10kN/m
A
B
C D
RA=22.4kN
RB=24.6kN

4m 1m 2m
2 kN 5kN
10kN/m
A
B
C D
RA=22.4kN
RB=24.6kN
X
X
x = 2.24m
9.6kNm
10kNm
BMD
Point of
contra flexure
Mmax = 25.1 kNm

9.6kNm
10kNm
BMD
Point of
contra flexure
4m 1m 2m
2 kN 5kN
10kN/m
A
B
C D
RA=22.4kN
RB=24.6kN
X
X
x = 2.24m
22.4kN
19.6kN 19.6kN
17.6kN
5 kN 5 kN
SFD
x = 2.24m

Calculations of Absolute Maximum Bending Moment:
in the portion AC. Let that section be X-X, considered at a distance x
from support A as shown above.
The shear force at that section can be calculated as
Vx-x = 22.4 - 10. x = 0  x = 2.24 m
Max. BM at X- X ,
Mmax = 22.4 × 2.24 – 10 × (2.24)2 / 2 = 25.1 kNm
4m 1m 2m
2 kN 5kN
10kN/m
A
B
C D
RA=22.4kN
RB=24.6kN
X
X
x

4m 1m 2m
2 kN 5kN
10kN/m
A
B
C D
RA=22.4kN
RB=24.6kN
X
X
x = 2.24m
Mmax = 25.1 kNm
9.6kNm
10kNm
BMD
Point of
contra flexure

Mmax = 25.1 kNm
9.6kNm
10kNm
BMD
Point of
contra flexure
a
Let a be the distance of point of contra flexure from support B
Taking moments at the section A-A (Considering left portion)
A
A
0
6
.
24
)
2
(
5 





a
a
M A
A
a = 0.51 m

subjected to loading as shown below. Mark salient points on
SFD and BMD.
60kN/m
20kN/m
20kN
3m 2m 2m
A
B
Example Problem 4
C D

60kN/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/m
20kN
2m 2m
A
B
RA RB
C D

60kN/m
20kN/m
20kN
3m 2m 2m
1
3
2 3 4
5 6
4
5 6
Shear Force Calculations:
V0-0 =0 ; V1-1 = + 46 kN V4-4 = - 84 + 144 = + 60kN
V2-2 = +46 – ½ × 3 × 60 = - 44 kN V5-5 = +60 – 20 × 2 = + 20 kN
V3-3 = - 44 – 20 × 2 = - 84 kN V6-6= 20 – 20 = 0 (Check)
RA = 46kN
RB = 144kN
RA
RA
1 2
0
0

60kN/m
20kN/m
20kN
3m 2m 2m
1
2 3
2 3 4
5 6
4
5 6
RA = 46kN
RB = 144kN
RA
RA
46kN
44kN
84kN
60kN
20kN
SFD
Parabola
1
Example Problem 4

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
60kN/m
3m
20kN/m
20kN
2m 2m
A
B
RA =46kN
C D
RB=144kN
X
X
x

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
60kN/m
3m
20kN/m
20kN
2m 2m
A
B
RA =46kN
C D
RB=144kN

Point of
Contra flexure
BMD
60kN/m
3m
20kN/m
20kN
2m 2m
A
B
RA =46kN
C D
RB=144kN
48kNm
80kNm
Cubic
parabola Parabola
Parabola
65.74kNm

Point of
Contra flexure
BMD
80kNm
Cubic
parabola Parabola
Parabola
46kN
44kN
84kN
60kN
20kN
SFD
Parabola
65.74kNm

Calculations of Absolute Maximum Bending Moment:
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)=65.74
kNm
60kN/m
3m
20kN/m
20kN
2m 2m
A
B
RA =46kN
C D
RB=144kN
X
X
x=2.145m

Point of
Contra flexure
BMD
65.74kNm 48kNm
80kNm
Cubic
parabola Parabola
Parabola
a
60kN/m
3m
20kN/m
20kN
2m 2m
A
B
RA =46kN
C D
RB=144kN
48kNm

Point of contra flexure:
BMD shows that point of contra flexure is existing in the
portion CB. Let ‘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
0
2
)
2
(
20
)
2
(
20
144
2





a
a
a
a = 1.095 m

subjected to loading as shown below. Mark salient points on
SFD and BMD.
20kN/m
30kN/m
40kN
2m 2m
A
D
1m 1m
0.7m
0.5m
B C E
Example Problem 5

20kN/m
30kN/m
40kN
2m 2m
A
D
1m 1m
0.7m
0.5m
B C E
40x0.5=20kNm
20kN/m
30kN/m
40kN
2m 2m
A
D
1m 1m
B C E

20kN/m
30kN/m
40kN
2m 2m
A
D
1m 1m
B C E
20kNm
RA RD
Solution: Calculation of reactions:
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

20kN/m
30kN/m
40kN
2m 2m
1m 1m
20kNm
1
1
2
2 3 4 5 6 7
7
3 4 5 6
RA =30kN
RD =80kN
Calculation of Shear Forces: V0-0 = 0
V1-1 = 30 kN V5-5 = - 50 kN
V2-2 = 30 – 20 × 2 = - 10kN V6-6 = - 50 + 80 = + 30kN
V3-3 = - 10kN V7-7 = +30 – ½ × 2 × 30 = 0(check)
V4-4 = -10 – 40 = - 50 kN
0
0

20kN/m
30kN/m
40kN
2m 2m
1m 1m
20kNm
1
1
2
2 3 4 5 6 7
7
3 4 5 6
RA =30kN
RD =80kN
30kN
10kN 10kN
50kN 50kN
30kN Parabola
SFD
x = 1.5 m

20kN/m
30kN/m
40kN
2m 2m
A
D
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 section
x = 1.5 m X
X

20kN/m
30kN/m
40kN
2m 2m
A
D
1m 1m
B C E
20kNm
RA RD
x = 1.5 m X
X
22.5kNm
20kNm
30kNm
10kNm
20kNm
Cubic parabola
Parabola
BMD
Point of contra flexure

20kNm
10kNm
20kNm
Cubic parabola
Parabola
BMD
Point of contra flexure
30kN
10kN 10kN
50kN 50kN
30kN Parabola
SFD
x = 1.5 m

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

20kN/m
40kN
3m 1m
A
1m
0.7m
0.5m
300
20kN/m
3m 1m
A
1m
0.7m
0.5m
40Sin30 = 20kN
40Cos30 =34.64kN

20kN/m
3m 1m
1m
0.7m
0.5m
40Sin30 = 20kN
40Cos30 =34.64kN
20kN/m
3m 1m
1m
20kN
34.64kN
20x0.5 – 34.64x0.7=-14.25kNm

20kN/m
3m 1m
1m
20kN
34.64kN
14.25kNm
A B C D
VD
HD
MD
Calculation of Reactions (Here it is optional):
ΣFx = 0  HD = 34.64 kN
ΣFy = 0  VD = 20 × 3 + 20 = 80 kN
ΣMD = 0  MD - 20 × 3 × 3.5 – 20 × 1 – 14.25 = 244.25kNm

20kN/m
3m 1m
1m
20kN
VD=80kN
1 3 4 5 6
6
1
5
4
3
2
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)
14.25kNm
34.64kN HD
MD

20kN/m
3m 1m
1m
20kN
VD=80kN
1 3 4 5 6
6
1
5
4
3
2
2
60kN 60kN
80kN 80kN
SFD
MD
34.64kN
14.25kNm
HD

Bending Moment Calculations:
MA = 0
MB = - 20 × 3 × 1.5 = - 90 kNm
MC = - 20 × 3 × 2.5 = - 150 kNm (section before the couple)
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 before MD)
moment)
MD = -244.25 +244.25 = 0 (section after MD)
20kN/m
3m 1m
1m
20kN
34.64kN
14.25kNm
A B C D
MD

20kN/m
3m 1m
1m
20kN
34.64kN
14.25kNm
A B C D
90kNm
164.25kNm
244.25kNm
150kNm
BMD

Exercise Problems
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.
20kN/m
5kNm
15kN/m
10kN
3m 1m 1m 2m
1m 1m
[Ans: Absolute maximum BM = 60.625 kNm ]

10kN 16kN
1m
A B
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 1m
2m
600
[Ans: Absolute maximum bending moment = 22.034kNm
Its position is 3.15m from Left hand support ]
Exercise Problems

50kN
A
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

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.
4kN/m
[Ans : Bending moment is zero at mid span]
Exercise Problems
B
2m
8kN
16kN
2m 2m 2m
A

5. A single side overhanging beam is subjected to uniformly distributed
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/m
[Ans :Max. positive bending moment is located at 2.89 m from LHS.
and whose value is 37.57 kNm ]
Exercise Problems
B
2m
6m
A
2kN/m

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.
2kN/m
[Ans : Both Shear force and Bending moments are maximum
at supports.]
Exercise Problems
B
20kN
10kN
A
1m 1m 1m

200N 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.
30N/m
4m
[Ans: Max. Hogging bending moment = 735 kNm]
Exercise Problems
4m
3m

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= 71kNm
Both max. shear force and bending moments will occur
at supports.]
Exercise Problems
B
10kN
A 2m 2m 2m
300
0.5m 8kN 5kN

9. A trapezoidal load is acting in the middle portion AB 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
1m
A
4m
20kN/m
600

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/m
4kN/m
0.5m
1m 1m 3m 2m 3m
Ans: Maximum positive bending moment = 41.0 kNm

AFD SFD BMD.ppt

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AFD SFD BMD.ppt