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1–1. The shaft is supported by a smooth thrust bearing at B
and a journal bearing at C. Determine the resultant internal
loadings acting on the cross section at E.
B
A
4 ft
C
E
4 ft
4 ft
D
4 ft
400 lb
800 lb
Support Reactions: We will only need to compute Cy by writing the moment
equation of equilibrium about B with reference to the free-body diagram of the
entire shaft, Fig. a.
a + ©MB = 0;
Cy(8) + 400(4) - 800(12) = 0
Cy = 1000 lb
Internal Loadings: Using the result for Cy, section DE of the shaft will be
considered. Referring to the free-body diagram, Fig. b,
+
: ©Fx = 0;
NE = 0
+ c ©Fy = 0;
VE + 1000 - 800 = 0
Ans.
VE = - 200 lb
Ans.
a + ©ME = 0; 1000(4) - 800(8) - ME = 0
ME = - 2400 lb # ft = - 2.40 kip # ft Ans.
The negative signs indicates that VE and ME act in the opposite sense to that shown
on the free-body diagram.
Ans:
NE = 0, VE = - 200 lb, ME = - 2.40 kip # ft
1
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1–2. Determine the resultant internal normal and shear
force in the member at (a) section a–a and (b) section b–b,
each of which passes through point A. The 500-lb load is
applied along the centroidal axis of the member.
a
b
30⬚
500 lb
500 lb
A
b
a
(a)
+
: ©Fx = 0;
Na - 500 = 0
Na = 500 lb
Ans.
+ T©Fy = 0;
Va = 0
Ans.
R+ ©Fx = 0;
Nb - 500 cos 30° = 0
(b)
Nb = 433 lb
+Q©F = 0;
y
Ans.
Vb - 500 sin 30° = 0
Vb = 250 lb
Ans.
Ans:
Na = 500 lb, Va = 0,
Nb = 433 lb, Vb = 250 lb
2
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1–3. The beam AB is fixed to the wall and has a uniform
weight of 80 lb>ft. If the trolley supports a load of 1500 lb,
determine the resultant internal loadings acting on the cross
sections through points C and D.
5 ft
20 ft
10 ft
3 ft
A
B
C
D
1500 lb
Segment BC:
+
; ©Fx = 0;
NC = 0
+ c ©Fy = 0;
VC - 2.0 - 1.5 = 0
VC = 3.50 kip
a + ©MC = 0;
Ans.
Ans.
-MC - 2(12.5) - 1.5 (15) = 0
MC = - 47.5 kip # ft
Ans.
Segment BD:
+
; ©Fx = 0;
ND = 0
Ans.
+ c ©Fy = 0;
VD - 0.24 = 0
VD = 0.240 kip
a + ©MD = 0;
Ans.
-MD - 0.24 (1.5) = 0
MD = - 0.360 kip # ft
Ans.
Ans:
NC = 0, VC = 3.50 kip, MC = - 47.5 kip # ft,
ND = 0, VD = 0.240 kip, MD = -0.360 kip # ft
3
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*1–4. The shaft is supported by a smooth thrust bearing at A
and a smooth journal bearing at B. Determine the resultant
internal loadings acting on the cross section at C.
600 N/m
A
B
D
C
1m
1m
1m
1.5 m
1.5 m
900 N
Support Reactions: We will only need to compute By by writing the moment
equation of equilibrium about A with reference to the free-body diagram of the
entire shaft, Fig. a.
a + ©MA = 0;
By(4.5) - 600(2)(2) - 900(6) = 0
By = 1733.33 N
Internal Loadings: Using the result of By, section CD of the shaft will be
considered. Referring to the free-body diagram of this part, Fig. b,
+
Ans.
; ©Fx = 0;
NC = 0
VC = - 233 N
+ c ©Fy = 0;
VC - 600(1) + 1733.33 - 900 = 0
a + ©MC = 0;
1733.33(2.5) - 600(1)(0.5) - 900(4) - MC = 0
MC = 433 N # m
Ans.
Ans.
The negative sign indicates that VC act in the opposite sense to that shown on the
free-body diagram.
4
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1–5. Determine the resultant internal loadings in the
beam at cross sections through points D and E. Point E is
just to the right of the 3-kip load.
3 kip
1.5 kip/ ft
A
D
6 ft
E
B
6 ft
4 ft
C
4 ft
Support Reactions: For member AB
a + ©MB = 0;
+
: ©Fx = 0;
+ c ©Fy = 0;
9.00(4) - Ay(12) = 0
Ay = 3.00 kip
Bx = 0
By + 3.00 - 9.00 = 0
By = 6.00 kip
Equations of Equilibrium: For point D
+
: ©Fx = 0;
+ c ©Fy = 0;
ND = 0
3.00 - 2.25 - VD = 0
VD = 0.750 kip
a + ©MD = 0;
Ans.
Ans.
MD + 2.25(2) - 3.00(6) = 0
MD = 13.5 kip # ft
Ans.
Equations of Equilibrium: For point E
+
: ©Fx = 0;
+ c ©Fy = 0;
NE = 0
- 6.00 - 3 - VE = 0
VE = - 9.00 kip
a + ©ME = 0;
Ans.
Ans.
ME + 6.00(4) = 0
ME = - 24.0 kip # ft
Ans.
Negative signs indicate that ME and VE act in the opposite direction to that shown
on FBD.
Ans:
ND = 0, VD = 0.750 kip, MD = 13.5 kip # ft,
NE = 0, VE = - 9.00 kip, ME = - 24.0 kip # ft
5
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1–6. Determine the normal force, shear force, and
moment at a section through point C. Take P = 8 kN.
B
0.1 m
0.5 m
C
0.75 m
0.75 m
A
0.75 m
P
Support Reactions:
a + ©MA = 0;
8(2.25) - T(0.6) = 0
T = 30.0 kN
+
: ©Fx = 0;
30.0 - A x = 0
A x = 30.0 kN
+ c ©Fy = 0;
Ay - 8 = 0
A y = 8.00 kN
Equations of Equilibrium: For point C
+
: ©Fx = 0;
- NC - 30.0 = 0
NC = - 30.0 kN
+ c ©Fy = 0;
VC + 8.00 = 0
VC = - 8.00 kN
a + ©MC = 0;
Ans.
Ans.
8.00(0.75) - MC = 0
MC = 6.00 kN # m
Ans.
Negative signs indicate that NC and VC act in the opposite direction to that shown
on FBD.
Ans:
NC = - 30.0 kN, VC = - 8.00 kN,
MC = 6.00 kN # m
6
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1–7. The cable will fail when subjected to a tension of 2 kN.
Determine the largest vertical load P the frame will support
and calculate the internal normal force, shear force, and
moment at the cross section through point C for this loading.
B
0.1 m
0.5 m
C
0.75 m
0.75 m
A
0.75 m
P
Support Reactions:
a + ©MA = 0;
P(2.25) - 2(0.6) = 0
P = 0.5333 kN = 0.533 kN
+
: ©Fx = 0;
2 - Ax = 0
+ c ©Fy = 0;
A y - 0.5333 = 0
Ans.
A x = 2.00 kN
A y = 0.5333 kN
Equations of Equilibrium: For point C
+
: ©Fx = 0;
- NC - 2.00 = 0
NC = - 2.00 kN
+ c ©Fy = 0;
VC + 0.5333 = 0
VC = - 0.533 kN
a + ©MC = 0;
Ans.
Ans.
0.5333(0.75) - MC = 0
MC = 0.400 kN # m
Ans.
Negative signs indicate that NC and VC act in the opposite direction to that shown
on FBD.
Ans:
P = 0.533 kN, NC = - 2.00 kN, VC = - 0.533 kN,
MC = 0.400 kN # m
7
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*1–8. Determine the resultant internal loadings on the
cross section through point C. Assume the reactions at the
supports A and B are vertical.
6 kN
3 kN/m
a + ©MB = 0;
- Ay(4) + 6(3.5) +
B
A
Referring to the FBD of the entire beam, Fig. a,
1
(3)(3)(2) = 0
2
Ay = 7.50 kN
C
0.5 m 0.5 m
D
1.5 m
1.5 m
Referring to the FBD of this segment, Fig. b,
+
: ©Fx = 0;
+ c ©Fy = 0;
a + ©MC = 0;
NC = 0
7.50 - 6 - VC = 0
Ans.
VC = 1.50 kN
MC + 6(0.5) - 7.5(1) = 0
MC = 4.50 kN # m
Ans.
Ans.
8
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1–9. Determine the resultant internal loadings on the
cross section through point D. Assume the reactions at the
supports A and B are vertical.
6 kN
3 kN/m
B
A
C
0.5 m 0.5 m
D
1.5 m
1.5 m
Referring to the FBD of the entire beam, Fig. a,
a + ©MA = 0;
By(4) - 6(0.5) -
1
(3)(3)(2) = 0
2
By = 3.00 kN
Referring to the FBD of this segment, Fig. b,
+
: ©Fx = 0;
+ c ©Fy = 0;
ND = 0
VD -
1
(1.5)(1.5) + 3.00 = 0
2
a + ©MD = 0; 3.00(1.5) -
Ans.
VD = - 1.875 kN
Ans.
1
(1.5)(1.5)(0.5) - MD = 0 MD = 3.9375 kN # m
2
= 3.94 kN # m
Ans.
Ans:
ND = 0, VD = - 1.875 kN,
MD = 3.94 kN # m
9
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1–10. The boom DF of the jib crane and the column DE
have a uniform weight of 50 lb> ft. If the hoist and load
weigh 300 lb, determine the resultant internal loadings in
the crane on cross sections through points A, B, and C.
D
2 ft
F
A
B
8 ft
3 ft
5 ft
C
300 lb
7 ft
E
Equations of Equilibrium: For point A
+
; © Fx = 0;
+ c © Fy = 0;
NA = 0
VA - 150 - 300 = 0
VA = 450 lb
a + ©MA = 0;
Ans.
Ans.
- MA - 150(1.5) - 300(3) = 0
MA = - 1125 lb # ft = - 1.125 kip # ft
Ans.
Negative sign indicates that MA acts in the opposite direction to that shown on FBD.
Equations of Equilibrium: For point B
+
; © Fx = 0;
NB = 0
+ c © Fy = 0;
VB - 550 - 300 = 0
VB = 850 lb
a + © MB = 0;
Ans.
Ans.
- MB - 550(5.5) - 300(11) = 0
MB = - 6325 lb # ft = - 6.325 kip # ft
Ans.
Negative sign indicates that MB acts in the opposite direction to that shown on FBD.
Equations of Equilibrium: For point C
+
; © Fx = 0;
+ c © Fy = 0;
VC = 0
- NC - 250 - 650 - 300 = 0
NC = - 1200 lb = - 1.20 kip
a + ©MC = 0;
Ans.
Ans.
- MC - 650(6.5) - 300(13) = 0
MC = - 8125 lb # ft = - 8.125 kip # ft
Ans.
Negative signs indicate that NC and MC act in the opposite direction to that shown
on FBD.
Ans:
NA = 0, VA = 450 lb, MA = - 1.125 kip # ft,
NB = 0, VB = 850 lb, MB = - 6.325 kip # ft,
VC = 0, NC = - 1.20 kip, MC = - 8.125 kip # ft
10
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