| Preface to First Edition |
|
xiii | |
| Preface to Second Edition |
|
xv | |
| Preface to Third Edition |
|
xvii | |
| Chapter 1 Introduction |
|
1 | (16) |
|
1.1 Function of a structure |
|
|
1 | (1) |
|
|
|
2 | (1) |
|
|
|
2 | (4) |
|
|
|
2 | (1) |
|
|
|
3 | (1) |
|
|
|
3 | (1) |
|
|
|
3 | (1) |
|
|
|
4 | (1) |
|
|
|
5 | (1) |
|
|
|
6 | (1) |
|
|
|
6 | (3) |
|
1.5 Statically determinate and indeterminate structures |
|
|
9 | (1) |
|
|
|
10 | (1) |
|
1.7 Structural and load idealization |
|
|
11 | (1) |
|
|
|
12 | (1) |
|
1.9 Materials of construction |
|
|
13 | (3) |
|
|
|
13 | (1) |
|
|
|
14 | (1) |
|
|
|
14 | (1) |
|
|
|
15 | (1) |
|
|
|
15 | (1) |
|
|
|
16 | (1) |
|
|
|
16 | (1) |
|
1.10 The use of computers |
|
|
16 | (1) |
| Chapter 2 Principles of Statics |
|
17 | (21) |
|
|
|
17 | (8) |
|
|
|
19 | (3) |
|
The resultant of a system of concurrent forces |
|
|
22 | (1) |
|
Equilibrant of a system of concurrent forces |
|
|
23 | (1) |
|
The resultant of a system of non-concurrent forces |
|
|
24 | (1) |
|
|
|
25 | (3) |
|
|
|
26 | (2) |
|
|
|
28 | (1) |
|
2.3 The resultant of a system of parallel forces |
|
|
28 | (2) |
|
2.4 Equilibrium of force systems |
|
|
30 | (1) |
|
2.5 Calculation of support reactions |
|
|
31 | (4) |
|
|
|
35 | (3) |
| Chapter 3 Normal Force, Shear Force, Bending Moment and Torsion |
|
38 | (41) |
|
|
|
38 | (3) |
|
|
|
38 | (1) |
|
|
|
38 | (1) |
|
|
|
39 | (1) |
|
|
|
39 | (2) |
|
3.2 Notation and sign convention |
|
|
41 | (1) |
|
|
|
42 | (5) |
|
3.4 Shear force and bending moment |
|
|
47 | (14) |
|
3.5 Load, shear force and bending moment relationships |
|
|
61 | (7) |
|
|
|
68 | (2) |
|
3.7 Principle of superposition |
|
|
70 | (1) |
|
|
|
71 | (8) |
| Chapter 4 Analysis of Pin-Jointed Trusses |
|
79 | (31) |
|
|
|
79 | (1) |
|
4.2 Assumptions in truss analysis |
|
|
79 | (2) |
|
4.3 Idealization of a truss |
|
|
81 | (1) |
|
|
|
82 | (4) |
|
4.5 Resistance of a truss to shear force and bending moment |
|
|
86 | (2) |
|
|
|
88 | (3) |
|
|
|
91 | (2) |
|
4.8 Method of tension coefficients |
|
|
93 | (4) |
|
4.9 Graphical method of solution |
|
|
97 | (2) |
|
|
|
99 | (1) |
|
|
|
100 | (3) |
|
4.12 A computer-based approach |
|
|
103 | (1) |
|
|
|
104 | (6) |
| Chapter 5 Cables |
|
110 | (20) |
|
5.1 Lightweight cables carrying concentrated loads |
|
|
110 | (5) |
|
|
|
115 | (12) |
|
Governing equation for deflected shape |
|
|
115 | (1) |
|
Cable under its own weight |
|
|
116 | (3) |
|
Cable subjected to a uniform horizontally distributed load |
|
|
119 | (4) |
|
|
|
123 | (4) |
|
|
|
127 | (3) |
| Chapter 6 Arches |
|
130 | (16) |
|
|
|
130 | (2) |
|
6.2 The three-pinned arch |
|
|
132 | (6) |
|
Support reactions supports on same horizontal level |
|
|
132 | (3) |
|
Support reactions supports on different levels |
|
|
135 | (3) |
|
6.3 A three-pinned parabolic arch carrying a uniform horizontally distributed load |
|
|
138 | (2) |
|
6.4 Bending moment diagram for a three-pinned arch |
|
|
140 | (2) |
|
|
|
142 | (4) |
| Chapter 7 Stress and Strain |
|
146 | (38) |
|
7.1 Direct stress in tension and compression |
|
|
146 | (2) |
|
7.2 Shear stress in shear and torsion |
|
|
148 | (1) |
|
7.3 Complementary shear stress |
|
|
149 | (1) |
|
|
|
150 | (1) |
|
|
|
150 | (1) |
|
7.6 Volumetric strain due to hydrostatic pressure |
|
|
151 | (1) |
|
7.7 Stressstrain relationships |
|
|
152 | (2) |
|
Hooke's law and Young's modulus |
|
|
152 | (1) |
|
|
|
152 | (1) |
|
|
|
152 | (2) |
|
|
|
154 | (2) |
|
7.9 Relationships between the elastic constants |
|
|
156 | (4) |
|
7.10 Strain energy in simple tension or compression |
|
|
160 | (15) |
|
Deflection of a simple truss |
|
|
164 | (2) |
|
Composite structural members |
|
|
166 | (2) |
|
|
|
168 | (4) |
|
Initial stresses and prestressing |
|
|
172 | (3) |
|
|
|
175 | (4) |
|
|
|
179 | (1) |
|
|
|
179 | (5) |
| Chapter 8 Properties of Engineering Materials |
|
184 | (25) |
|
8.1 Classification of engineering materials |
|
|
184 | (1) |
|
|
|
184 | (1) |
|
|
|
184 | (1) |
|
|
|
184 | (1) |
|
|
|
185 | (1) |
|
|
|
185 | (1) |
|
|
|
185 | (1) |
|
|
|
185 | (1) |
|
8.2 Testing of engineering materials |
|
|
185 | (5) |
|
|
|
185 | (1) |
|
|
|
186 | (1) |
|
|
|
186 | (2) |
|
|
|
188 | (1) |
|
|
|
188 | (1) |
|
|
|
189 | (1) |
|
|
|
190 | (5) |
|
Low carbon steel (mild steel) |
|
|
190 | (2) |
|
|
|
192 | (1) |
|
|
|
193 | (1) |
|
|
|
194 | (1) |
|
|
|
195 | (1) |
|
|
|
195 | (1) |
|
|
|
195 | (10) |
|
|
|
200 | (5) |
|
|
|
205 | (1) |
|
|
|
206 | (1) |
|
|
|
207 | (2) |
| Chapter 9 Bending of Beams |
|
209 | (44) |
|
|
|
210 | (10) |
|
|
|
211 | (1) |
|
Direct stress distribution |
|
|
211 | (3) |
|
|
|
214 | (6) |
|
9.2 Combined bending and axial load |
|
|
220 | (6) |
|
Core of a rectangular section |
|
|
223 | (1) |
|
Core of a circular section |
|
|
224 | (2) |
|
|
|
226 | (1) |
|
9.4 Strain energy in bending |
|
|
226 | (1) |
|
9.5 Unsymmetrical bending |
|
|
227 | (4) |
|
|
|
227 | (1) |
|
Sign conventions and notation |
|
|
227 | (2) |
|
Direct stress distribution |
|
|
229 | (2) |
|
Position of the neutral axis |
|
|
231 | (1) |
|
9.6 Calculation of section properties |
|
|
231 | (11) |
|
|
|
231 | (1) |
|
Theorem of perpendicular axes |
|
|
232 | (1) |
|
Second moments of area of standard sections |
|
|
232 | (2) |
|
Product second moment of area |
|
|
234 | (3) |
|
Approximations for thin-walled sections |
|
|
237 | (2) |
|
Second moments of area of inclined and curved thin-walled sections |
|
|
239 | (3) |
|
9.7 Principal axes and principal second moments of area |
|
|
242 | (2) |
|
9.8 Effect of shear forces on the theory of bending |
|
|
244 | (1) |
|
9.9 Load, shear force and bending moment relationships, general case |
|
|
245 | (1) |
|
|
|
245 | (8) |
| Chapter 10 Shear of Beams |
|
253 | (34) |
|
10.1 Shear stress distribution in a beam of unsymmetrical section |
|
|
253 | (2) |
|
10.2 Shear stress distribution in symmetrical sections |
|
|
255 | (9) |
|
10.3 Strain energy due to shear |
|
|
264 | (1) |
|
10.4 Shear stress distribution in thin-walled open section beams |
|
|
265 | (5) |
|
|
|
268 | (2) |
|
10.5 Shear stress distribution in thin-walled closed section beams |
|
|
270 | (9) |
|
|
|
274 | (5) |
|
|
|
279 | (8) |
| Chapter 11 Torsion of Beams |
|
287 | (26) |
|
11.1 Torsion of solid and hollow circular section bars |
|
|
287 | (9) |
|
Torsion of a circular section hollow bar |
|
|
290 | (3) |
|
Statically indeterminate circular section bars under torsion |
|
|
293 | (3) |
|
11.2 Strain energy due to torsion |
|
|
296 | (1) |
|
11.3 Plastic torsion of circular section bars |
|
|
297 | (3) |
|
11.4 Torsion of a thin-walled closed section beam |
|
|
300 | (3) |
|
11.5 Torsion of solid section beams |
|
|
303 | (4) |
|
11.6 Warping of cross sections under torsion |
|
|
307 | (1) |
|
|
|
307 | (6) |
| Chapter 12 Composite Beams |
|
313 | (24) |
|
12.1 Steel-reinforced timber beams |
|
|
313 | (5) |
|
12.2 Reinforced concrete beams |
|
|
318 | (14) |
|
|
|
318 | (7) |
|
|
|
325 | (7) |
|
12.3 Steel and concrete beams |
|
|
332 | (3) |
|
|
|
335 | (2) |
| Chapter 13 Deflection of Beams |
|
337 | (52) |
|
13.1 Differential equation of symmetrical bending |
|
|
337 | (13) |
|
13.2 Singularity functions |
|
|
350 | (7) |
|
13.3 Moment-area method for symmetrical bending |
|
|
357 | (8) |
|
13.4 Deflections due to unsymmetrical bending |
|
|
365 | (4) |
|
13.5 Deflection due to shear |
|
|
369 | (3) |
|
13.6 Statically indeterminate beams |
|
|
372 | (9) |
|
|
|
373 | (2) |
|
Built-in or fixed-end beams |
|
|
375 | (5) |
|
Fixed beam with a sinking support |
|
|
380 | (1) |
|
|
|
381 | (8) |
| Chapter 14 Complex Stress and Strain |
|
389 | (44) |
|
14.1 Representation of stress at a point |
|
|
389 | (1) |
|
14.2 Determination of stresses on inclined planes |
|
|
390 | (6) |
|
|
|
391 | (3) |
|
General two-dimensional case |
|
|
394 | (2) |
|
|
|
396 | (4) |
|
14.4 Mohr's circle of stress |
|
|
400 | (3) |
|
|
|
403 | (1) |
|
14.6 Determination of strains on inclined planes |
|
|
403 | (2) |
|
|
|
405 | (2) |
|
14.8 Mohr's circle of strain |
|
|
407 | (2) |
|
14.9 Experimental measurement of surface strains and stresses |
|
|
409 | (6) |
|
14.10 Theories of elastic failure |
|
|
415 | (11) |
|
|
|
416 | (8) |
|
|
|
424 | (2) |
|
|
|
426 | (7) |
| Chapter 15 Virtual Work and Energy Methods |
|
433 | (56) |
|
|
|
433 | (2) |
|
15.2 Principle of virtual work |
|
|
435 | (23) |
|
Principle of virtual work for a particle |
|
|
435 | (1) |
|
Principle of virtual work for a rigid body |
|
|
436 | (6) |
|
Virtual work in a deformable body |
|
|
442 | (1) |
|
Work done by internal force systems |
|
|
442 | (5) |
|
Virtual work due to external force systems |
|
|
447 | (1) |
|
Use of virtual force systems |
|
|
448 | (1) |
|
Applications of the principle of virtual work |
|
|
448 | (10) |
|
|
|
458 | (18) |
|
Strain energy and complementary energy |
|
|
458 | (3) |
|
The principle of the stationary value of the total complementary energy |
|
|
461 | (9) |
|
|
|
470 | (2) |
|
|
|
472 | (1) |
|
The principle of the stationary value of the total potential energy |
|
|
473 | (3) |
|
|
|
476 | (5) |
|
Theorem of reciprocal displacements |
|
|
476 | (4) |
|
Theorem of reciprocal work |
|
|
480 | (1) |
|
|
|
481 | (8) |
| Chapter 16 Analysis of Statically Indeterminate Structures |
|
489 | (82) |
|
16.1 Flexibility and stiffness methods |
|
|
489 | (2) |
|
16.2 Degree of statical indeterminacy |
|
|
491 | (5) |
|
|
|
491 | (1) |
|
|
|
492 | (1) |
|
The completely stiff structure |
|
|
493 | (1) |
|
Degree of statical indeterminacy |
|
|
494 | (1) |
|
|
|
495 | (1) |
|
16.3 Kinematic indeterminacy |
|
|
496 | (3) |
|
16.4 Statically indeterminate beams |
|
|
499 | (7) |
|
16.5 Statically indeterminate trusses |
|
|
506 | (8) |
|
|
|
511 | (3) |
|
|
|
514 | (3) |
|
|
|
517 | (3) |
|
|
|
520 | (7) |
|
|
|
523 | (3) |
|
|
|
526 | (1) |
|
|
|
526 | (1) |
|
16.9 Slopedeflection method |
|
|
527 | (7) |
|
16.10 Moment distribution |
|
|
534 | (12) |
|
|
|
534 | (1) |
|
|
|
535 | (1) |
|
|
|
535 | (2) |
|
|
|
537 | (1) |
|
Stiffness coefficients and carry over factors |
|
|
537 | (3) |
|
|
|
540 | (6) |
|
|
|
546 | (10) |
|
|
|
556 | (15) |
| Chapter 17 Matrix Methods of Analysis |
|
571 | (40) |
|
17.1 Axially loaded members |
|
|
572 | (9) |
|
17.2 Stiffness matrix for a uniform beam |
|
|
581 | (7) |
|
17.3 Finite element method for continuum structures |
|
|
588 | (16) |
|
Stiffness matrix for a beam-element |
|
|
589 | (4) |
|
Stiffness matrix for a triangular finite element |
|
|
593 | (6) |
|
Stiffness matrix for a quadrilateral element |
|
|
599 | (5) |
|
|
|
604 | (7) |
| Chapter 18 Plastic Analysis of Beams and Frames |
|
611 | (35) |
|
18.1 Theorems of plastic analysis |
|
|
611 | (1) |
|
|
|
611 | (1) |
|
The lower bound, or safe, theorem |
|
|
611 | (1) |
|
The upper bound, or unsafe, theorem |
|
|
612 | (1) |
|
18.2 Plastic analysis of beams |
|
|
612 | (19) |
|
Plastic bending of beams having a singly symmetrical cross section |
|
|
612 | (3) |
|
|
|
615 | (3) |
|
Momentcurvature relationships |
|
|
618 | (3) |
|
|
|
621 | (1) |
|
Plastic analysis of beams |
|
|
622 | (7) |
|
|
|
629 | (1) |
|
Effect of axial load on plastic moment |
|
|
629 | (2) |
|
18.3 Plastic analysis of frames |
|
|
631 | (8) |
|
|
|
639 | (7) |
| Chapter 19 Yield Line Analysis of Slabs |
|
646 | (17) |
|
|
|
646 | (12) |
|
|
|
646 | (1) |
|
Ultimate moment along a yield line |
|
|
647 | (1) |
|
Internal virtual work due to an ultimate moment |
|
|
648 | (1) |
|
Virtual work due to an applied load |
|
|
649 | (9) |
|
|
|
658 | (1) |
|
|
|
658 | (5) |
| Chapter 20 Influence Lines |
|
663 | (43) |
|
20.1 Influence lines for beams in contact with the load |
|
|
663 | (6) |
|
|
|
663 | (1) |
|
|
|
664 | (1) |
|
|
|
665 | (1) |
|
|
|
666 | (3) |
|
20.2 Mueller-Breslau principle |
|
|
669 | (3) |
|
20.3 Systems of travelling loads |
|
|
672 | (15) |
|
|
|
672 | (6) |
|
|
|
678 | (3) |
|
Diagram of maximum shear force |
|
|
681 | (1) |
|
|
|
682 | (2) |
|
Determination of the point of maximum bending moment in a beam |
|
|
684 | (3) |
|
20.4 Influence lines for beams not in contact with the load |
|
|
687 | (2) |
|
Maximum values of SK and MK |
|
|
689 | (1) |
|
20.5 Forces in the members of a truss |
|
|
689 | (5) |
|
|
|
693 | (1) |
|
20.6 Influence lines for continuous beams |
|
|
694 | (5) |
|
|
|
699 | (7) |
| Chapter 21 Structural Instability |
|
706 | (31) |
|
21.1 Euler theory for slender columns |
|
|
706 | (9) |
|
Buckling load for a pin-ended column |
|
|
707 | (1) |
|
Buckling load for a column with fixed ends |
|
|
708 | (2) |
|
Buckling load for a column with one end fixed and one end free |
|
|
710 | (2) |
|
Buckling of a column with one end fixed and the other pinned |
|
|
712 | (3) |
|
21.2 Limitations of the Euler theory |
|
|
715 | (1) |
|
21.3 Failure of columns of any length |
|
|
716 | (6) |
|
|
|
716 | (2) |
|
|
|
718 | (4) |
|
21.4 Effect of cross section on the buckling of columns |
|
|
722 | (1) |
|
21.5 Stability of beams under transverse and axial loads |
|
|
723 | (5) |
|
21.6 Energy method for the calculation of buckling loads in columns (RayleighRitz Method) |
|
|
728 | (3) |
|
|
|
731 | (6) |
| Appendix A: Table of Section Properties |
|
737 | (2) |
| Appendix B: Bending of Beams: Standard Cases |
|
739 | (2) |
| Index |
|
741 | |
Biežāk uzdotie jautājumi par e-grāmatām