3. 12 t 12 t
12 t
4 t
4 t
12t
32mt
S.F.D
B.M.D
8t
2 t/m
4 m
A B
4 m
2 t/m
4 m
A B
4 m
8t
4 m
A B
4 m
8 t
8t 4t
8 t 8 t
16mt
4 t 4 t
4 t 4 t
4 t
𝒘𝑳𝟐
𝟖
𝑷𝑳
𝟒
=
𝟖𝒙𝟖
𝟒
=16
16mt
2x8=16
7. 2 t/m
4 t
3 m
A
3 m
2 t/m
3 m
A
3 m
A B
6m 2m
2m
4 t
𝟔
𝟖
A B
8 mt
6m 2m
2m
2 t/m
4 t
A B
8 mt
6m 2m
2m
A B
6m 2m
2m
2 t/m
𝟖 𝟒
𝟖
𝟏𝟐
𝟐 𝟏
𝟑
4 t
3 m
A
3 m
𝟏𝟐
36
36
𝟗
=
8. A B
4m 2m
2m
8 t 4 t
A B
4m 2m
2m
8 t
A B
4m 2m
2m
4 t
A B
4m 2m
2m
8 t 4 t
A B
4m 2m
2m
4 t 4 t
A B
4m 2m
2m
4 t
𝟏𝟐 𝟔
𝟔
𝟖 𝟖
𝟐
𝟒
𝟏𝟒
𝟏𝟎
𝟐
16. 2 t/m
6m
A B
6t
2m
C
2m
I1 I2
MA (
𝐋𝟏
𝐈
) + 2 MB (
𝐋𝟏
𝐈
+
𝐋𝟐
𝐈
) + MC (
𝐋𝟐
𝐈
) = -6 (
𝐑𝐛𝟏
𝐈
+
𝐑𝐛𝟐
𝐈
)
MA = MB = MC =
MA (
𝐋𝟏
𝐈𝟏
) + 2 MB (
𝐋𝟏
𝐈𝟏
+
𝐋𝟐
𝐈𝟐
) + MC (
𝐋𝟐
𝐈𝟐
) = -6 (
𝐑𝐛𝟏
𝐈𝟏
+
𝐑𝐛𝟐
𝐈𝟐
)
0 ?? 0
IF ( I ) is constant:
2 t/m
6m
A B
6t
2m
C
2m
I I
MA (L1) + 2 MB (L1 + L2) + MC (L2) = -6 (𝐑𝐛𝟏 + 𝐑𝐛𝟐)
𝑀
6
(2𝑥البعيدة + )القريبة
A B
a b
L
𝑷𝑳
𝟒
L
A B
w t/m
𝒘𝑳𝟐
𝟖
B.M.D
P t
P t
L/2
A B
L/2
Elastic
Reactions
𝐴 =
1
2
𝑴𝑳
A=
2
3
𝑴𝑳 𝐴2 =
1
2
𝑴𝑏
𝟐
𝟑
b
𝟏
𝟑
b
𝟐
𝟑
a
𝟏
𝟑
a
𝐴1 =
1
2
𝑴𝑎
Pa
B.M.D
Elastic
Reactions
P t
a
A B
b
P t
a
Pa
A B
a b
L
M
𝑀𝑏
𝐿
𝑀𝑎
𝐿
𝐴2𝑥
2
3
𝑏
1
2
𝐴
1
2
𝐴
1
2
𝐴
1
2
𝐴
1
2
𝐴
1
2
𝐴
+𝐴1𝑥(𝑏 +
1
3
𝑎)
L
𝑀
6
(2𝑥البعيدة + )القريبة
𝐴1𝑥
2
3
𝑎 +𝐴2𝑥(𝑎 +
1
3
𝑏)
L
𝑷𝒂𝒃
𝑳
A=(
𝑏+𝐿
2
)𝑴
𝑀
𝐿
𝑀
𝐿
𝐴1
𝐴2
𝟐
𝟑
a
𝟏
𝟑
a 𝟐
𝟑
b
𝟏
𝟑
b
A2x
2
3
b A1x(b +
1
3
a)
L
𝐴2 − 𝐴1 − 𝑅1
𝑶𝑹 𝑶𝑹
22. A
W t/m
B C
L L L
D
L
E A
W t/m
B C
L L L
D
𝑀𝑎=?? 𝑀𝑏=?? 𝑀𝑐=?? 𝑀𝑎=?? 𝑀𝑏=??
𝑀𝑒= 𝑀𝑎
𝑀𝑑= 𝑀𝑏
3 Unknowns 2 Unknowns
A
W t/m
B C
L L
𝑀𝑎=?? 𝑀𝑏=?? 𝑀𝑐= 𝑀𝑎
2 Unknowns
A
W t/m
B
L
𝑀𝑎=?? 𝑀𝑏= 𝑀𝑎
1 Unknown
𝑀𝑐= 𝑀𝑏 𝑀𝑑= 𝑀𝑎
A
W t/m
B
L L/2
F
𝑀𝑎=?? 𝑀𝑏=?? 𝑀𝐹=??
3 Unknowns
23. A
W t/m
B C
L L L
D
L
E
𝑀𝑎=?? 𝑀𝑏=?? 𝑀𝑐=?? 𝑀𝑒= 𝑀𝑎
𝑀𝑑= 𝑀𝑏
3 Unknowns
A
W t/m
B C
L L
𝑀𝑎=?? 𝑀𝑏=?? 𝑀𝑐= 𝑀𝑎
2 Unknowns
A
W t/m
B
L
𝑀𝑎=?? 𝑀𝑏= 𝑀𝑎
1 Unknown
A
W t/m
B
L
𝑀𝑎=?? 𝑀𝑏= 𝑀𝑎
L
0 0
𝒘𝑳𝟐
𝟖
𝒘𝑳𝟑
𝟏𝟐
𝒘𝑳𝟑
𝟐𝟒
𝒘𝑳𝟑
𝟐𝟒
W t/m
A B
A’ B’
A B
MA’ (L1) + 2 MA (L1 + L2) + MB (L2) = -6 (𝐑𝐚𝟏 + 𝐑𝐚𝟐)
0 + 2 MA (0 + L) + MA (L) = -6 ( 0 +
𝒘𝑳𝟑
𝟐𝟒
)
3 MA L = -
wL3
4
𝑀𝑎=?? 𝑀𝑏= 𝑀𝑎
MA = -
wL2
12
0
0
MB =MA
wL2
12
wL2
12
wL2
12
wL2
12
wL2
12
24. A
W t/m
B C
L L L
D
𝑀𝑎=?? 𝑀𝑏=??
2 Unknowns
𝑀𝑐= 𝑀𝑏 𝑀𝑑= 𝑀𝑎
A
W t/m
B
L L/2
F
𝑀𝑎=?? 𝑀𝑏=?? 𝑀𝐹=??
3 Unknowns
W t/m
𝑀𝑎=?? 𝑀𝑏=?? 𝑀𝑐= 𝑀𝑏 𝑀𝑑= 𝑀𝑎
0
A’
0
C D
L
B
L
D’
A
L
B C D
A
W t/m
W t/m
𝒘𝑳𝟐
𝟖
𝒘𝑳𝟑
𝟏𝟐
𝒘𝑳𝟑
𝟐𝟒
𝒘𝑳𝟑
𝟐𝟒
MA’ (L1) + 2 MA (L1 + L2) + MB (L2) = -6 (𝐑𝐚𝟏 + 𝐑𝐚𝟐)
0 + 2 MA (0 + L) + MB (L) = -6 ( 0 +
𝒘𝑳𝟑
𝟐𝟒
)
0
0
MC =MB
𝒘𝑳𝟐
𝟖
𝒘𝑳𝟑
𝟏𝟐
𝒘𝑳𝟑
𝟐𝟒
𝒘𝑳𝟑
𝟐𝟒
2 MA + MB = -
𝟏
4
wL2 → 𝟏
MA (L1) + 2 MB (L1 + L2) + MC (L2) = -6 (𝐑𝐚𝟏 + 𝐑𝐚𝟐)
MA (L) + 2 MB (L+ L) + MB (L) = -6 (
𝒘𝑳𝟑
𝟐𝟒
+
𝒘𝑳𝟑
𝟐𝟒
)
MA + 5 MB = -
𝟏
2
wL2 → 𝟐
MA = -
wL2
12
MB = -
wL2
12
wL2
12
wL2
12
wL2
12
wL2
12
𝑀𝑎′=0 𝑀𝑑′=0
54. 1
Structural Fantasy
3
Using the consistent deformation method
Draw the B.M.D. for the shown frames.
2 t/m
A
B
D
C
3m 3m 3m 2m
2m
H
E
J
I
3m 3m 3m 2m
2m
4m
F G
8t 8t 4t
8t 8t
4t
6m
2 t/m
A
B
E
C D
4t 2t
2t
6m
3m 3m 3m
2m 3m 2m
4t
2 t/m
A
B
E
C
D
6t
6t
6m
3m 3m 3m
2m 3m 2m
3m
2
Exercise
56. Draw B.M.D. due to the given loads
and right horizontal movement of
support A by 2 cm. EI = 20000 m2t.
6t
A
2 t/m
D
B C
4m
6m
0.92
YA
= 4 – 3 = 1
R = U – E
6.92
YD
6t
2 t/m
A D
B C
4m
6m
M.S.
Mo
24
24
9
M1
1t 1t
4
4
4
4
δ10 =
𝟏
𝑬𝑰
ʃ 𝑴𝟎𝑴𝟏𝒅𝒍
=
𝟏
𝑬𝑰
[
𝟒
𝟑
x (24x4) -
𝟐
𝟑
x 6 x 9 x4
+ =
𝟐𝟕𝟐
𝑬𝑰
𝟏
𝟐
x 6 x 24 x4 ]
δ11 =
𝟏
𝑬𝑰
ʃ 𝑴𝟏𝑴𝟏𝒅𝒍
=
𝟏
𝑬𝑰
[
𝟒
𝟑
x (4x4) + =
𝟏𝟑𝟖.𝟔𝟕
𝑬𝑰
𝟒 x 6 x4 ]
x2
δ10 + X1 δ11 = 0.02
𝟐𝟕𝟐
𝟐𝟎𝟎𝟎𝟎
+ X1
138.67
20000
= 0.02
X1 = 0.92 𝑡
Mf
3.68 27.68
27.68
3.68
15.68
91. Support movements
A
w t/m
B
No movement:
w t/m
A
B
A B
δ10
1t
δ11
δ10 + X δ11 = 0
A
w t/m
B
Movement:
A
w t/m
B
A B
δ10
X
δ11
δ10 + X δ11 = ±∆
∆
Determine the internal forces in members for the shown truss
due to the external loads and settlement of 2 cm at support B.
3m
4m 4m
4t
A B C
3m
4m 4m
A B C
3m
4m 4m
4t
A B C
M.S.
δ10 + X δ11 = 𝟎. 𝟎𝟐
𝑬𝑨
+ X
𝑬𝑨
= 𝟎. 𝟎𝟐
EA = 10000 t
Answer
X
92. 4t
4t 4t
4m 4m
4m 4m
6t
6t
0 𝜃
𝜃
𝜃
𝜃
𝜃
𝜃
𝜃
𝜃
3m
4
4
No -10
8
8
3.33
-10.67
3.33
−10.67
8
8
-10
4m 4m
4m 4m
3m
1t
1t
-1
-1
-1
-1
N1
Mem. L No N1 NoN1L N1N1L
1 4 8 -1 -32 4
2 4 8 -1 -32 4
3 4 8 -1 -32 4
4 4 8 -1 -32 4
5 5 -10 0 0 0
6 3 4 0 0 0
7 5 3.33 0 0 0
8 3 0 0 0 0
9 5 3.33 0 0 0
10 3 4 0 0 0
11 5 -10 0 0 0
12 4 -10.67 0 0 0
13 4 -10.67 0 0 0
-128 16
δ10 =
𝛴N
ON1L
EA
=
−128
EA
δ11 =
𝛴N1N1L
=
16
X1 =
−δ10
δ11
=
−(−128)/𝐸𝐴
16/EA
= 8t
Nf = N0 + X1 N1
Determine the internal forces in members for the shown truss due to
the external loads and right horizontal movement of 2 cm at support B.
EA = 10000 t
3m
A B
4t
4t 4t
4m 4m
4m 4m
102. C
3 t/m
2I I
6m
A B
6t
2m 2m
Degree of Freedom
C
A B
Rotation (𝛼) OR (𝜃) Translation (∆)
𝛼 = 0
𝛼 ≠ 0
𝛼 = 0
∆𝑥 = 0
∆𝑦 = 0
𝛼 =
∆𝑥 = 0
∆𝑦 = 0
𝛼 =
∆𝑥 =
∆𝑦 = 0
∆= 0
Beams:
[ Except settlement cases]
103. C
3 t/m
2I I
6m
A B
6t
2m 2m
3 t/m
6m
A B C
6t
2m 2m
B
Fixed End Moment
Rotation Moment
Sway Moment
L
A B C
L
B
L
A B C
L
B
4EI
L
αA +
2EI
L
αB
4EI
L
αB +
2EI
L
αA
𝑀𝐴𝐵
𝐹
−
6EI
L2
∆
𝑀𝐵𝐴
𝐹
MAB = MAB
F +
2EI
L
(2αA+ αB -3
∆
L
)
MAB = MAB
F +
4EI
L
αA +
2EI
L
αB −
6EI
L2 ∆
αA
αB
−
6EI
L2
∆
الساعة عقارب مع
𝑀𝐵𝐶
𝐹
𝑀𝐶𝐵
𝐹
αB
αC
4EI
L
αB +
2EI
L
αC
4EI
L
αC +
2EI
L
αB
∆
−
6EI
L2
∆ −
6EI
L2
∆
∆
Ψ
𝐾
Slope Deflection Equations:
MAB = MAB
F +
2EI
L
(2αA+ αB -3 Ψ )
MBA = MBA
F +
2EI
L
(2αB+ αA -3 Ψ )
MBC = MBC
F +
2EI
L
(2αB+ αC -3 Ψ )
MCB = MCB
F +
2EI
L
(2αC+ αB -3 Ψ )
105. w t/m
L
A B
B
Pt
L/2 L/2
A
−
𝑤𝐿2
12
𝑤𝐿2
12
𝑤𝐿2
12
𝑤𝐿2
12
𝑃𝐿
8
𝑃𝐿
8
−
𝑃𝐿
8
𝑃𝐿
8
−
Pa(L−a)
L
Pa(L−a)
L
Pa(L−a)
L
Pa(L−a)
L
L
A B
Pt Pt
a
a b
−
2
9
PL
2
9
PL
2
9
PL 2
9
PL
L
A B
Pt Pt
a a a
−
Pa𝑏2
𝐿2
Pb𝑎2
𝐿2
Pa𝑏2
𝐿2
P𝑏𝑎2
𝐿2
L
A B
Pt
a b
−
𝑤𝑙2
20
𝑤𝑙2
30
𝑤𝑙2
30
L
A B
w t/m
w𝑙2
20
Mb(2a−b)
L2
Ma(2b−a)
L2
L
A B
M
a b
−
Mb(2a−b)
L2
−
Ma(2b−a)
L2
L
A B
M
a b
6x4(2x1−4)
52
6x1(2x4−1)
52
5m
A B
6mt
1m 4m
111. 3 t/m
6m
A B
Fixed End Moment
Rotation Moment
Sway Moment
L
A B
L
A B C
L
B
4EI
L
αA +
2EI
L
αB
4EI
L
αB +
2EI
L
αA
𝑀𝐴𝐵
𝐹
−
6EI
L2
∆
𝑀𝐵𝐴
𝐹
MBC =𝑀𝐵𝐶
𝐹′
+
3EI
L
(αB −
∆
L
)
MBC = 𝑀𝐵𝐶
𝐹′
+
3EI
L
αB −
3EI
L2 ∆
αA
αB
−
6EI
L2
∆
الساعة عقارب مع
𝑀𝐵𝐶
𝐹′
3EI
L
αB
∆
−
3EI
L2
∆
∆
Ψ
𝐾
Slope Deflection Equations:
MAB =𝑀𝐴𝐵
𝐹
+
2EI
L
(2αA+ αB -3 Ψ )
MBA = 𝑀𝐵𝐴
𝐹
+
2EI
L
(2αB+ αA -3 Ψ )
MBC = 𝑀𝐵𝐶
𝐹′
+
3EI
L
(αB - Ψ )
C
3 t/m
2I I
6m
A B
6t
2m 2m
C
6t
2m 2m
B
αB
C
L
B
𝑀𝐴 = ?? 𝑀𝐶 = 0
𝑀𝐵 = ??
112. w t/m
L
A B
−
𝑤𝐿2
12
𝑤𝐿2
12
L
A B
𝑀𝐴𝐵
𝐹
𝑀𝐵𝐴
𝐹
𝑀𝐴𝐵
𝐹′
L
A B
𝑀𝐴𝐵
𝐹 𝑀𝐵𝐴
𝐹
= − 0.5
𝑀𝐴𝐵
𝐹′
L
A B
w t/m
= −1.5
wL2
12
B
Pt
L/2 L/2
A
−
𝑃𝐿
8
𝑃𝐿
8
𝑀𝐴𝐵
𝐹′
−
𝑃𝐿
8
= 𝑥 1.5
B
Pt
L/2 L/2
A
−
Pa𝑏2
𝐿2
Pb𝑎2
𝐿2
L
A B
Pt
a b
L
A B
Pt
a b
𝑀𝐴𝐵
𝐹′
−
Pa𝑏2
𝐿2
Pb𝑎2
𝐿2
= − 0.5
𝑀𝐴𝐵
𝐹′
=
L
A B
4EI
L
αA +
2EI
L
αB
4EI
L
αB +
2EI
L
αA
αA
αB
3EI
L
αA
𝑀𝐴𝐵
𝐹′
= − 0.5
L
A B
−
6EI
L2
∆ (−
6EI
L2 ∆)
−
6EI
L2
∆ −
6EI
L2
∆
∆
L
A B
L
A B
113. w t/m
L
A B
−
𝑤𝐿2
12
𝑤𝐿2
12
L
A B
𝑀𝐴𝐵
𝐹
𝑀𝐵𝐴
𝐹
𝑀𝐴𝐵
𝐹′
L
A B
𝑀𝐴𝐵
𝐹 𝑀𝐵𝐴
𝐹
= − 0.5
𝑀𝐴𝐵
𝐹′
L
A B
w t/m
= −1.5
wL2
12
B
Pt
L/2 L/2
A
−
𝑃𝐿
8
𝑃𝐿
8
𝑀𝐴𝐵
𝐹′
−
𝑃𝐿
8
= 𝑥 1.5
B
Pt
L/2 L/2
A
−
Pa𝑏2
𝐿2
Pb𝑎2
𝐿2
L
A B
Pt
a b
L
A B
Pt
a b
𝑀𝐴𝐵
𝐹′
−
Pa𝑏2
𝐿2
Pb𝑎2
𝐿2
= − 0.5
6m
A B
2 t/m 6t
2m
12
−6 6 -12
6m
A B
2 t/m 6t
2m
𝑀𝐴𝐵
𝐹′
= −6 6 -12
− 0.5 ( + ) = -3
B
141. Introduction
1- Fixed End Moment
2- Distribution Moment
(Distribution Factor)
3- Carry over
C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
A
6m
3 t/m
B
3
9 -3
-6
-9
Carry
over
Carry
over
D.M.
D.M.
142. Fixed end moment
Distribution Factor Carry over
w t/m
L
𝑤𝐿2
12
−
𝑤𝐿2
12
𝑃𝐿
8
−
𝑃𝐿
8
−
𝑃𝑎𝑏2
𝐿2
𝑃𝑏𝑎2
𝐿2
L/2
Pt
L/2
𝑤𝐿2
30
−
𝑤𝐿2
20
𝑃𝑎(𝐿 − 𝑎)
𝐿
−
𝑃𝑎(𝐿 − 𝑎)
𝐿
L
𝑀𝑎(2𝑏 − 𝑎)
𝐿2
𝑀𝑏(2𝑎 − 𝑏)
𝐿2
w t/m
L
−
𝑤𝐿2
12
𝒙𝟏. 𝟓
−
𝑃𝐿
8
𝒙𝟏. 𝟓
−
𝑃𝑎𝑏2
𝐿2
L/2
Pt
L/2
a
Pt
b
L
L
Pt Pt
a a
b
M
a b
L
Pt
a b
L
− 𝟎. 𝟓 𝐱
𝑷𝒃𝒂𝟐
𝑳𝟐
143. Fixed end moment
Distribution Factor
Carry over
D.F. for Joint B
KBA : KBC
C
3 t/m
6m
A B
6t
2m 2m
6t
4m
2m
D
3I 2I I
3 t/m
6m
A 3I B C
B
6t
2m 2m
2I
6t
4m
2m
D
I
C
D.F. for Joint C
KCB : KCD
KBA + KBC KBA + KBC KCB + KCD KCB + KCD
144. Fixed end moment
Distribution Factor
Carry over
Joint B
KBA : KBC
C
3 t/m
6m
A B
6t
2m 2m
6t
4m
2m
D
3I 2I I
3 t/m
6m
A 3I B C
B
6t
2m 2m
2I
6t
4m
2m
D
I
C
Joint C
KCB : KCD
4𝑥𝐸𝑥3
6
:
4𝑥𝐸𝑥2
4
4𝑥𝐸𝑥2
4
:
4𝑥𝐸𝑥1
6
1
2
:
1
2
1
2
:
1
6
6 : 2
𝟑
𝟒
:
𝟏
𝟒
3 : 1
1
2
1
2
+
1
2
:
1
2
1
2
+
1
2
𝟏
𝟐
:
𝟏
𝟐
L
L
K =
𝑰
𝑳
K =
𝑰
𝑳
𝒙
𝟑
𝟒
C
3 t/m
6m
A B
6t
2m 2m
3 t/m
6m
D
3I 2I 3I
K =
𝑰
𝑳
𝒙
𝟏
𝟐
L
𝑲𝑨𝑩=
𝑰
𝑳
𝑲𝑩𝑪=
𝑰
𝑳
𝒙
𝟏
𝟐
Example for Symmetry Beam:
(Symmetry)
145. Fixed end moment Distribution Factor
Carry over
L
A B
L
B C
D.M. D.M.
𝟏
𝟐
D.M. 𝟎
x
𝟏
𝟐
147. C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
A
6m
3 t/m
B
3
9 -3
-9
FEM
1- Fixed End Moment
−
𝑤𝐿2
12
=
𝑤𝐿2
12
=
PL
8
=
-
PL
8
=
148. C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
A
6m
3 t/m
B
3
9 -3
-9
3
9 -3
-9
FEM
A B C
𝟐/𝟓 𝟑/𝟓
D.M.
-6
-2.4
D.F.
FEM
1
-
نجمع
2
-
االشارة نغير
3
-
في نضرب
التوزيع نسب
Joint B
KBA : KBC
1
6
:
1
4
4 : 6
2 : 3
2
5
:
3
5
I
L
:
I
L
Distribution factors:
2- Distribution Moment
149. C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
A
6m
3 t/m
B
3
9 -3
-9
3
9 -3
-9
FEM
A B C
𝟐/𝟓 𝟑/𝟓
D.M.
-6
-2.4 -3.6
D.F.
1
-
نجمع
2
-
االشارة نغير
3
-
في نضرب
التوزيع نسب
FEM
Joint B
KBA : KBC
1
6
:
1
4
4 : 6
2 : 3
2
5
:
3
5
I
L
:
I
L
Distribution factors:
2- Distribution Moment
150. C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
A
6m
3 t/m
B
3
9 -3
-9
3
9 -3
-9
FEM
A B C
𝟐/𝟓 𝟑/𝟓
D.M. -2.4 -3.6
C.O. -1.2 -1.8
D.F.
Joint B
KBA : KBC
1
6
:
1
4
4 : 6
2 : 3
2
5
:
3
5
I
L
:
I
L
Distribution factors:
FEM
3- Carry Over
151. C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
A
6m
3 t/m
B
3
9 -3
-9
3
9 -3
-9
FEM
A B C
𝟐/𝟓 𝟑/𝟓
D.M. -2.4 -3.6
C.O. -1.2 -1.8
F.M. -10.2 6.6 -6.6 1.2
D.F.
A 6m
3 t/m
B B
6t
2m 2m
C
10.2 6.6 6.6 1.2
سالب
(
الساعة عقارب عكس
)
موجب
(
الساعة عقارب مع
)
Joint B
KBA : KBC
1
6
:
1
4
4 : 6
2 : 3
2
5
:
3
5
I
L
:
I
L
Distribution factors:
152. C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
A
6m
3 t/m
B
3
9 -3
-9
3
9 -3
-9
FEM
A B C
𝟐/𝟓 𝟑/𝟓
D.M. -2.4 -3.6
C.O. -1.2 -1.8
F.M. -10.2 6.6 -6.6 1.2
D.F.
A 6m
3 t/m
B B
6t
2m 2m
C
10.2 6.6 6.6 1.2
= 8.4
9.6
=4.35
1.65
C
A B
10.2
6.6
1.2
2.1
3x6x3 + 6.6 -10.2
6
6x2+6.6-1.2
4
FEM
Joint B
KBA : KBC
1
6
:
1
4
4 : 6
2 : 3
2
5
:
3
5
I
L
:
I
L
Distribution factors:
B.M.D.
154. A
6m
3 t/m
B
9 -4.5
-9
C
3 t/m
6m
A B
6t
2m 2m
B
6t
2m 2m
C
0
9 -4.5
-9
FEM
𝟖/𝟏𝟕 9/𝟏𝟕
D.F.
A B C
Joint B
KBA : KBC
1
6
:
3
16
16 : 18
8 : 9
8
17
:
9
17
1
6
:
1
4
𝑥
3
4
D.M. -2.12 -2.38
C.O. -1.06
F.M. -10.06 6.88 -6.88 0
A 6m
3 t/m
B
10.06 6.88 6.88
B
6t
2m 2m
C
9.53 8.47 1.28
4.72
C
A B
10.06
6.88
2.56
B.M.D.
Distribution factors:
I
L
:
I
L
𝑥
3
4
156. C
2 t/m
A B
8t 1t
6m
2m 2m 2m
I 2I
A
8t
2m 2m
I B C
2 t/m
B
1t
6m 2m
2I
−4 4
1t
2m
C
2 t/m
B
6m
6
−6 −2
−0.5 ( )= -8
FEM
−6 −2
6
157. C
2 t/m
A B
8t 1t
6m
2m 2m 2m
I 2I
A
8t
2m 2m
I B C
2 t/m
B
1t
6m 2m
2I
−4 4
C
2 t/m
B
6m 2m
C
B
1t
6m 2m
−9
2
1
1
−8
FEM
158. C
2 t/m
A B
8t 1t
6m
2m 2m 2m
I 2I
A
8t
2m 2m
I B C
2 t/m
B
1t
6m 2m
2I
−4 4 −8
4 -8
-4
FEM
𝟎. 𝟓 0.5
D.M.
D.F.
A B C
Joint B
KBA : KBC
1
4
:
1
4
1 : 1
1
2
:
1
2
1
4
:
2
6 𝑥
3
4
I
L
:
I
L
𝑥
3
4
2 2
C.O. 1
F.M. -3 6 -6
3 6 6
3.25 4.75 6.33
6.67
B.M.D.
A
8t
2m 2m
B C
2 t/m
B
1t
6m 2m
3.5
C
A B
3
6
2
Distribution factors:
FEM
162. C
1 t/m
4m
A B
12m
D
9 mt
2m 4m
2m
9 mt
A B
9 mt
4m 2m
C
B
12m
1 t/m
C D
9 mt
4m
2m
−3 0
FEM
−12 12 0 3
0 -12
-3
FEM
0.8 0.2
D.F.
A B C
D.M. 9.6 2.4
Joint B
KBA : KBC
1
6
:
1
24
24 : 6
4
5
:
1
5
1
6
:
1
12
𝑥
1
2
I
L
:
I
L
𝑥
1
2
4 : 1
C.O. 4.8
F.M. 1.8 9.6 -9.6
A B
9 mt
4m 2m
C
B
12m
1 t/m
1.8 9.6 9.6 9.6
0.4
0.4 6 6
8.8
0.2
1.8
8.8
0.2
1.8
C
A B
9.6
9.6
8.4
B.M.D.
164. 3 t/m
D
C
8m
-16 16
C
3 t/m
B
8m
D
3I 2I
2m
2m
2m
6t
6t
3m
3m
A I
8t
2m
6t
I
3
3m
3m
A
8t
2m
6t
B
FEM
𝑃𝐿
8
𝑥1.5 = 9
3m
3m
A
8t
2m
B
6t
6t
C
B
2m
2m
2m
−6
3m
3m
A
2m
6t
B
12
6
6t
6t
C
B
−17 17
2m
2m
2m
3 t/m
C
B
2m
2m
2m
3 t/m
𝑤𝐿2
12
= 9
−
𝑤𝐿2
12
= -9
−
𝑃𝑎(𝐿−𝑎)
𝐿
= -8
𝑃𝑎(𝐿−𝑎)
𝐿
= 8
165. 3 t/m
6t
6t
C
3 t/m
B
8m
D
3I 2I
C
B 3I D
2I
C
8m
3 −17 17 -16 16
Joint B Joint C
KCB : KCD
𝐼
𝐿
𝑥
3
4
:
𝐼
𝐿
3 -17 17 -16 16
𝐼
𝐿
:
𝐼
𝐿
1
2
:
1
4
2
𝟎. 𝟐 𝟎. 𝟖 2/𝟑 1/𝟑
11.2 -0.667 -0.333
A B C D
FEM
D.M.1
D.F.
C.O.1
2.8
D.M.2 0.267 -3.733 -1.867
0.667
-0.333 5.6 -0.167
C.O.2 -1.867 0.133 -0.933
D.M.3 1.493
0.373 -0.044
-0.089
C.O.3 -0.044 -0.747 -0.022
D.M.4 0.036
0.009 -0.498
C.O.4 -0.249 0.018 -0.124
-0.249
D.M.5 0.199
0.05 -0.012 -0.006
F.M. -6.3 18.499 14.75
-18.499
6.3
C
A B
B.M.D.
12
6.3
18.5
14.75
2.85
13.64
Distribution factors:
2m
2m
2m
6t
6t
3m
3m
A I
8t
2m
6t
I
2m
2m
2m
3 t/m
3m
3m
A I
8t
2m
6t
I B
3
6
:
2
8
:
4
1
:
2
𝟏
𝟑
:
𝟐
𝟑
KBA : KBC
1
6
𝑥
3
4
:
3
6
1
8
:
1
2
8
:
2
4
:
1
𝟒
𝟓
:
𝟏
𝟓
6.3 18.5 14.75
18.5
6.3
12.47 11.53
12.97 17.03
3.05
8m
C D
3 t/m
6t
B C
2m
3 t/m
6t
2m
2m
3m
8t
A B
3m
2m
6t
9.56
7.375
Reactions
D
FEM
10.95
167. D
I
C
10m
1 cm
Determinate structures
Indeterminate structures
−12 −12
−3𝐸𝐼∆
𝐿2
∆
∆
∆
C
3 t/m
10m
A B
8t
7.5m 7.5m 10m
D
I 2I I
2 cm 1 cm
EI = 10000 m2t
3 t/m
10m
A I B
2 cm
C
B
8t
7.5m 7.5m
2I
2 cm 1 cm
10m
A B
2 cm
I
−6𝐸𝐼∆
𝐿2
−6𝐸𝐼∆
𝐿2 3 t/m
10m
A I B
25
−25
13
−37
C
B
8t
7.5m 7.5m
2I
C
B
15m
2I
2 cm
1 cm
Δ
5.33
15
−15
5.33
20.33
−9.67 3
168. 36.18
14.93
5.79
19.64
11.95
D
I
C
10m
1 cm
C
3 t/m
10m
A B
8t
7.5m 7.5m 10m
D
I 2I I
2 cm 1 cm
EI = 10000 m2t
3 t/m
10m
A I B
2 cm
C
B
8t
7.5m 7.5m
2I
2 cm 1 cm
13
−37 20.33
−9.67 3
Joint B
KBA : KBC
Joint C
KCB : KCD
𝐼
𝐿
:
𝐼
𝐿
1
10
:
2
15
15 : 20
𝟑
𝟕
:
𝟒
𝟕
15
35
:
20
35
𝐼
𝐿
:
𝐼
𝐿
𝑥
3
4
2
15
:
1
10
𝑥
3
4
80 : 45
𝟎. 𝟔𝟒 : 𝟎. 𝟑𝟔
80
125
:
45
125
13 −9.67 20.33 3 0
−37
3/7 4/7 𝟎. 𝟔𝟒 𝟎. 𝟑𝟔
−1.903 −14.93 −8.399
A B C D
FEM
D.M.1
D.F.
C.O.1
−1.428
D.M.2 4.266 0.609 0.342
3.199
-0.714 -7.466 -0.951
C.O.2 1.6 0.304 2.133
D.M.3 −0.174
−0.13 −0.768
−1.365
C.O.3 -0.065 -0.682 -0.087
D.M.4 0.39
0.292 0.056 0.031
F.M. -36.18 -14.93 5.79 0
-5.79
14.93
C
A B D
B.M.D.
170. 5t
1.5 t/m
B C
2I 4m
4m
5t
A
1.5 t/m
D
B C
I
I
2I
5m
4m
4m
−13 13
A D
I
I C
B
5m
0
0
5m
0 0
0 -13
0
FEM
8/13 5/13
D.F.
A B C D
D.M.
Joint B
KBA : KBC
1
5
:
1
8
8 : 5
8
13
:
5
13
1
5
:
2
8
𝑥
1
2
I
L
:
I
L 𝑥
1
2
Distribution Factors
8 5
C.O. 4
F.M. 4 8 -8
5t
1.5 t/m
B C
4m
4m
8
4 4
8
8
8
2.4
A
B
5
m
2.4
8.5 8.5
2.4
C
D
5
m
2.4
8
4 4
8
8
8
B.M.D.
14
𝑤𝑙2
8
+
𝑃𝐿
4
= 22
172. 4t
A
3 t/m
B C
8m
−16 16
4t
A
3 t/m
B
C
3m
8m
3m
B
−4.5
3m 3m
16 -4.5
-16
FEM
0.5 0.5
D.F.
A B C
D.M. -5.75 -5.75
C.O. -2.875
F.M. -18.875 10.25 -10.25
Joint B
KBA : KBC
1
8
:
1
8
1 : 1
𝟎. 𝟓 : 𝟎. 𝟓
1
8
:
1
6 𝑥
3
4
I
L
:
I
L
𝑥
3
4
Distribution Factors
:
A
3 t/m
B
8m
18.875 10.25
10.25
13.08 10.92
B
4t
C
3m
3m
3.71 A B
C
10.25
10.25
18.875
0.29
0.875
174. A
3 t/m
B
8m
−16 16
4t
C
B
−4.5
3t
B
−6
3m 3m
16 -4.5
-16
FEM
0.5 0.5
D.F.
A B C
D.M.
Joint B
KBA : KBC
1
8
:
1
8
1 : 1
𝟎. 𝟓 : 𝟎. 𝟓
1
8
:
1
6 𝑥
3
4
I
L
:
I
L
𝑥
3
4
:
-6
4t
A
3 t/m
B
C
3m
8m 2m
3m
3t
0
-2.75 -2.75
C.O. -1.375
F.M. -17.375 13.25 -6 -7.25 0
A
3 t/m
B
8m
17.375 13.25
7.25
B
4t
C
3m
3m
A B
C
7.25
13.25
17.375
2.375
3t
2m
B
6
6
𝑝𝑙
4
B.M.D.
176. I
3m
4t
E
DB
3m
12m
2m
1.5 t/m
6I
A B
C
-12
-4.5
BD
C
-5.33
2.67
A B
-18 18
C
-5.33 -8 8
8m
C
4I
B
1.5 t/m
-8 8
E
-12 -4.5 0
D
18
-18
6t
2.67
C
1.5 t/m
6I
I
A B
6t
3m
12m 8m 2m
4I
1.5I 4t
6t
F
E
D
3m
4m
FEM
D.F.
Joint B
KBA : KBD : KBC
I
L
:
Distribution Factors
: :
I
L
I
L
:
6
12
: 1.5
6
4
8
:
6 : 3 6
:
0.4 : 0.2 0.4
:
Joint C
KCB : KCE
:
I
L
: I
L x
3
4
4
8
: 1
6
x
3
4
4
8
: 1
8
4 : 1
0.8 : 0.2
0.4 0.2 0.4 0.8 0.2
177. I
3m
4t
E
DB
3m
12m
2m
1.5 t/m
6I
A B
C
-12
-4.5
BD
C
-5.33
2.67
A B
-18 18
C
-5.33 -8 8
8m
C
4I
B
1.5 t/m
-8 8
E
-12 -4.5 0
D
18
-18
6t
2.67
FEM
D.F.
Joint B
KBA : KBD : KBC
I
L
:
Distribution Factors
: :
I
L
I
L
:
6
12
: 1.5
6
4
8
:
6 : 3 6
:
0.4 : 0.2 0.4
:
Joint C
KCB : KCE
:
I
L
: I
L x
3
4
4
8
: 1
6
x
3
4
4
8
: 1
8
4 : 1
0.8 : 0.2
0.4 0.2 0.4 0.8 0.2
C
1.5 t/m
6I
I
A B
6t
3m
12m 8m 2m
4I
1.5I
4t
6t
F
E
D
3m
4m
D.M.1 -1.867 -0.933 6.8 1.7
C.O.1 -0.933 -0.467
3.4 -0.933
D.M.2
C.O.2
-1.36 -0.68 -1.36 0.747 0.187
0.373 -0.68
-0.68 -0.34
D.M.3
C.O.3
-0.149 -0.075 -0.149
0.272
0.544
-0.075
0.136
-0.075 -0.037
D.M.4 -0.109 -0.054 -0.109 0.06 0.015
F.M. -19.69 14.52 -7.08 -7.44 14.46 -12 -2.46 0 1.82
12m
1.5 t/m
A B
19.69 14.52
8m
1.5 t/m
B C
7.44 14.46
6t
D
4m
2m B
1.82
7.08 2.46
6t
E
C
3m
3m
2m
C
6t
12 14.52
19.69
7.44
14.46
12
1.82
7.08
2.7
2.46
4.8
B.M.D.
-1.867