SOLUTIONS
, Contents
Preface vi
Chapter 1 Introduction 1-1
Chapter 2 Concepts in Structural Steel Design 2-1
Chapter 3 Tension Members 3-1
Chapter 4 Compression Members 4-1
Chapter 5 Beams 5-1
Chapter 6 Beam-Columns 6-1
Chapter 7 Simple Connections 7-1
Chapter 8 Eccentric Connections 8-1
Chapter 9 Composite Construction 9-1
Chapter 10 Plate Girders 10-1
, CHAPTER 1 - INTRODUCTION
1.5-1
(a) P 20 67 1340 lb
f P 1340 68. 02 psi f 68. 0 psi
A 19.
7
(b) Since E f,
f 68. 02 2. 35 10−6 2. 35 10−6
E 29, 000,
000
1.5-2
(a) L 9/ sin 45 ° 12. 73 ft
ΔL L 8. 9 10−4 12. 73 12 0. 136 in. ΔL 0. 136 in.
(b) f E 8. 9 10−4 29, 000 25. 81 ksi
P fA 25. 81 1. 31 33. 8 kips P 33. 8 kips
1.5-3
A d2 0. 5 2
(a) 0. 196 3 in.2
4 4
f P 5000 25, 470 psi
A 0.
1963
ΔL 6. 792 10−3 8. 49 10−4
L 8
E f 25, 470 3. 0 107 psi E 30, 000 ksi
8. 49 10−4
Fu Pu 14, 700
(b) 74, 900 psi Fu 74. 9 ksi
A 0.
1963
[1-1]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,1.5-4
Spreadsheet results:
(a) (b)
Load Stress
(lb) (psi) microstrain
2,000 10,186 47
2,500 12,732 220
3,000 15,279 500
3,500 17,825 950
4,000 20,372 1,111
4,500 22,918 1,200
5,000 25,465 1,702
30,000
25,000
20,000
Stress (psi)
15,000
10,000
5,000
0
0.000000 0.000500 0.001000 0.001500 0.002000
Strain
(c) Slope 9,210,000 psi modulus of elasticity
[1-2]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,1.5-5 (Note: These results are very approximate and depend on how the curves
are drawn.)
(a)
80
70
60
Stress (ksi)
50
40
30
20
10
0
0 0.05 0.1 0.15 0.2 0.25 0.3
Strain
60
50
40
Stress (ksi)
30
20
10
0
0 0.002 0.004 0.006 0.008 0.01 0.012
Strain
(b) Fprop ≈ 47 ksi
(c) E ≈ 40/0. 004 10, 000 ksi
(d) Fy ≈ 52 ksi
(e) Fu ≈ 70 ksi
[1-3]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
, A d2 0. 5 2
(f) 0. 196 3 in.2
4 4
f P 10 50. 94 ksi
A 0.
1963
r ≈ 0. 0015, r rL 0. 0015 8 0. 012 in. r 0. 012 in.
1.5-6
Spreadsheet
results:
(a)
Load Elongation Stress
(kips) (in.) (ksi) Strain
0 0 0 0
1.0 0.0010 5.094 0.0005
2.0 0.0014 10.19 0.0007
2.5 0.0020 12.74 0.0010
3.5 0.0024 17.83 0.0012
5.0 0.0036 25.47 0.0018
6.0 0.0044 30.57 0.0022
7.0 0.0050 35.66 0.0025
8.0 0.0060 40.75 0.0030
9.0 0.0070 45.85 0.0035
10.0 0.0080 50.94 0.0040
11.5 0.0120 58.58 0.0060
12.0 0.0180 61.13 0.0090
(b)
70
60
50
Stress (ksi)
40
30
20
10
0
0 0.002 0.004 0.006 0.008 0.01
Strain
[1-4]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,(c) E ≈ 38 13, 600 ksi E ≈ 13, 600 ksi
0.
0028
(d) F pl ≈ 38 ksi
(e) F y ≈ 60 ksi
1.5-7
Spreadsheet
results: (a)
3 Strain x
Load Elongation x 10 S
3
(kip s) ( in.) tress 10
0 0 ( ksi)
0 (in./in
0 .)
0.5 0.16 2.5 0.080
1 0.352 5 0.176
1.5 0.706 7.5 0.353
2 1.012 10 0.506
2.5 1.434 12.5 0.717
3 1.712 15 0.856
3.5 1.986 17.5 0.993
4 2.286 20 1.143
4.5 2.612 22.5 1.306
5 2.938 25 1.469
5.5 3.274 27.5 1.637
6 3.632 30 1.816
6.5 3.976 32.5 1.988
7 4.386 35 2.193
7.5 4.64 37.5 2.320
8 4.988 40 2.494
8.5 5.432 42.5 2.716
9 5.862 45 2.931
9.5 6.362 47.5 3.181
10 7.304 50 3.652
10.5 8.072 52.5 4.036
11 9.044 55 4.522
11.5 11.31 57.5 5.655
12 14.12 60 7.060
12.5 20.044 62.5 10.02
13 29.106 65 14.55
[1-5]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,(b)
70
60
50
Stress ( ksi)
40
30
20
10
0
0 2 4 6 8 10 12 14 16
Micro stra in
Using the dashed line, E ≈ 56
(c) 15, 600 ksi
5. 6 − 2 10−3
E ≈ 16, 000 ksi
(d) F pl ≈ 42 ksi
(e) F y ≈ 58 ksi
[1-6]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
, CHAPTER 2 - CONCEPTS IN STRUCTURAL STEEL DESIGN
2-1
D 30. 8 kips, L 1. 7 kips, Lr 18. 7 kips, S 19. 7 kips
Combination 1: 1. 4D 1. 4 30. 8 43. 12 kips
Combination 2: 1. 2D 1. 6L 0. 5S 1. 2 30. 8 1. 6 1. 7 0. 5 19. 7
49. 53 kips
Combination 3: 1. 2D 1. 6S 0. 5L 1. 2 30. 8 1. 6 19. 7 0. 5 1. 7
69. 33 kips
(a) Combination 3 controls. Pu 69. 3 kips
(b) Since Pu ≤ c Pn, c Pn 69. 3 kips
cPn
(c) P n 69. 33 77. 03 kips Pn 77. 0 kips
c 0. 90
(d) Combination 3 controls.
Pa D Lr or S or R D S 30. 8 19. 7 50. 5 kips Pa 50. 5 kips
(e) Pa ≤ Pn , Pn Pa 1. 67 50. 5 84. 34 kips Pn 84. 3 kips
2-2
D 26 kips, L 15 kips, Lr 5 kips, S 8 kips, R 5 kips, W 8 kips
Combination 1: 1. 4D 1. 4 26 36. 4 kips
Combination 2: 1. 2D 1. 6L 0. 5S 1. 2 26 1. 6 15 0. 5 8 59. 2 kips
Combination 3: 1. 2D 1. 6S 0. 5L 1. 2 26 1. 6 8 0. 5 15 51. 5 kips
Combination4: 1. 2D 1. 0W 0. 5L 0. 5S 1. 2 26 1. 0 8 0. 5 15 0. 5 8
50. 7 kips
(a) Combination 2 controls. Pu 59. 2 kips
(b) Since Pu ≤ c Pn, c Pn 59. 2 kips
[2-1]
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TO DOWNLOAD THE FULL PDF
CLICK ON THE L.I.N.K
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[2-1]
, Contents
Preface vi
Chapter 1 Introduction 1-1
Chapter 2 Concepts in Structural Steel Design 2-1
Chapter 3 Tension Members 3-1
Chapter 4 Compression Members 4-1
Chapter 5 Beams 5-1
Chapter 6 Beam-Columns 6-1
Chapter 7 Simple Connections 7-1
Chapter 8 Eccentric Connections 8-1
Chapter 9 Composite Construction 9-1
Chapter 10 Plate Girders 10-1
, CHAPTER 1 - INTRODUCTION
1.5-1
(a) P 20 67 1340 lb
f P 1340 68. 02 psi f 68. 0 psi
A 19.
7
(b) Since E f,
f 68. 02 2. 35 10−6 2. 35 10−6
E 29, 000,
000
1.5-2
(a) L 9/ sin 45 ° 12. 73 ft
ΔL L 8. 9 10−4 12. 73 12 0. 136 in. ΔL 0. 136 in.
(b) f E 8. 9 10−4 29, 000 25. 81 ksi
P fA 25. 81 1. 31 33. 8 kips P 33. 8 kips
1.5-3
A d2 0. 5 2
(a) 0. 196 3 in.2
4 4
f P 5000 25, 470 psi
A 0.
1963
ΔL 6. 792 10−3 8. 49 10−4
L 8
E f 25, 470 3. 0 107 psi E 30, 000 ksi
8. 49 10−4
Fu Pu 14, 700
(b) 74, 900 psi Fu 74. 9 ksi
A 0.
1963
[1-1]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,1.5-4
Spreadsheet results:
(a) (b)
Load Stress
(lb) (psi) microstrain
2,000 10,186 47
2,500 12,732 220
3,000 15,279 500
3,500 17,825 950
4,000 20,372 1,111
4,500 22,918 1,200
5,000 25,465 1,702
30,000
25,000
20,000
Stress (psi)
15,000
10,000
5,000
0
0.000000 0.000500 0.001000 0.001500 0.002000
Strain
(c) Slope 9,210,000 psi modulus of elasticity
[1-2]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,1.5-5 (Note: These results are very approximate and depend on how the curves
are drawn.)
(a)
80
70
60
Stress (ksi)
50
40
30
20
10
0
0 0.05 0.1 0.15 0.2 0.25 0.3
Strain
60
50
40
Stress (ksi)
30
20
10
0
0 0.002 0.004 0.006 0.008 0.01 0.012
Strain
(b) Fprop ≈ 47 ksi
(c) E ≈ 40/0. 004 10, 000 ksi
(d) Fy ≈ 52 ksi
(e) Fu ≈ 70 ksi
[1-3]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
, A d2 0. 5 2
(f) 0. 196 3 in.2
4 4
f P 10 50. 94 ksi
A 0.
1963
r ≈ 0. 0015, r rL 0. 0015 8 0. 012 in. r 0. 012 in.
1.5-6
Spreadsheet
results:
(a)
Load Elongation Stress
(kips) (in.) (ksi) Strain
0 0 0 0
1.0 0.0010 5.094 0.0005
2.0 0.0014 10.19 0.0007
2.5 0.0020 12.74 0.0010
3.5 0.0024 17.83 0.0012
5.0 0.0036 25.47 0.0018
6.0 0.0044 30.57 0.0022
7.0 0.0050 35.66 0.0025
8.0 0.0060 40.75 0.0030
9.0 0.0070 45.85 0.0035
10.0 0.0080 50.94 0.0040
11.5 0.0120 58.58 0.0060
12.0 0.0180 61.13 0.0090
(b)
70
60
50
Stress (ksi)
40
30
20
10
0
0 0.002 0.004 0.006 0.008 0.01
Strain
[1-4]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,(c) E ≈ 38 13, 600 ksi E ≈ 13, 600 ksi
0.
0028
(d) F pl ≈ 38 ksi
(e) F y ≈ 60 ksi
1.5-7
Spreadsheet
results: (a)
3 Strain x
Load Elongation x 10 S
3
(kip s) ( in.) tress 10
0 0 ( ksi)
0 (in./in
0 .)
0.5 0.16 2.5 0.080
1 0.352 5 0.176
1.5 0.706 7.5 0.353
2 1.012 10 0.506
2.5 1.434 12.5 0.717
3 1.712 15 0.856
3.5 1.986 17.5 0.993
4 2.286 20 1.143
4.5 2.612 22.5 1.306
5 2.938 25 1.469
5.5 3.274 27.5 1.637
6 3.632 30 1.816
6.5 3.976 32.5 1.988
7 4.386 35 2.193
7.5 4.64 37.5 2.320
8 4.988 40 2.494
8.5 5.432 42.5 2.716
9 5.862 45 2.931
9.5 6.362 47.5 3.181
10 7.304 50 3.652
10.5 8.072 52.5 4.036
11 9.044 55 4.522
11.5 11.31 57.5 5.655
12 14.12 60 7.060
12.5 20.044 62.5 10.02
13 29.106 65 14.55
[1-5]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
,(b)
70
60
50
Stress ( ksi)
40
30
20
10
0
0 2 4 6 8 10 12 14 16
Micro stra in
Using the dashed line, E ≈ 56
(c) 15, 600 ksi
5. 6 − 2 10−3
E ≈ 16, 000 ksi
(d) F pl ≈ 42 ksi
(e) F y ≈ 58 ksi
[1-6]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
, CHAPTER 2 - CONCEPTS IN STRUCTURAL STEEL DESIGN
2-1
D 30. 8 kips, L 1. 7 kips, Lr 18. 7 kips, S 19. 7 kips
Combination 1: 1. 4D 1. 4 30. 8 43. 12 kips
Combination 2: 1. 2D 1. 6L 0. 5S 1. 2 30. 8 1. 6 1. 7 0. 5 19. 7
49. 53 kips
Combination 3: 1. 2D 1. 6S 0. 5L 1. 2 30. 8 1. 6 19. 7 0. 5 1. 7
69. 33 kips
(a) Combination 3 controls. Pu 69. 3 kips
(b) Since Pu ≤ c Pn, c Pn 69. 3 kips
cPn
(c) P n 69. 33 77. 03 kips Pn 77. 0 kips
c 0. 90
(d) Combination 3 controls.
Pa D Lr or S or R D S 30. 8 19. 7 50. 5 kips Pa 50. 5 kips
(e) Pa ≤ Pn , Pn Pa 1. 67 50. 5 84. 34 kips Pn 84. 3 kips
2-2
D 26 kips, L 15 kips, Lr 5 kips, S 8 kips, R 5 kips, W 8 kips
Combination 1: 1. 4D 1. 4 26 36. 4 kips
Combination 2: 1. 2D 1. 6L 0. 5S 1. 2 26 1. 6 15 0. 5 8 59. 2 kips
Combination 3: 1. 2D 1. 6S 0. 5L 1. 2 26 1. 6 8 0. 5 15 51. 5 kips
Combination4: 1. 2D 1. 0W 0. 5L 0. 5S 1. 2 26 1. 0 8 0. 5 15 0. 5 8
50. 7 kips
(a) Combination 2 controls. Pu 59. 2 kips
(b) Since Pu ≤ c Pn, c Pn 59. 2 kips
[2-1]
© 2013 Cengage Learning. All Rights Reserved. May not be scanned, copied or duplicated, or posted to a publicly accessible website, in whole or in part.
, THOSE WERE PREVIEW PAGES
TO DOWNLOAD THE FULL PDF
CLICK ON THE L.I.N.K
ON THE NEXT PAGE
[2-1]
