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<p>Preface ix</p> <p><b>Chapter 1. Introduction to Statically Indeterminate Structural Analysis 1</b></p> <p>1.1. Introduction 1</p> <p>1.2. External static indeterminacy 2</p> <p>1.3. Internal static indeterminacy 5</p> <p>1.3.1. Truss structures 5</p> <p>1.3.2. Beam and frame structures 7</p> <p>1.3.3. Crossbeams 9</p> <p>1.4. Kinematic static indeterminacy 11</p> <p>1.5. Statically indeterminate structural analysis methods 15</p> <p>1.6. Superposition principle 16</p> <p>1.7. Advantages and disadvantages of statically indeterminate structures 17</p> <p>1.7.1. Advantages of statically indeterminate structures 18</p> <p>1.7.2. Disadvantages of statically indeterminate structures 19</p> <p>1.8. Conclusion 21</p> <p>1.9. Problems 21</p> <p><b>Chapter 2. Method of Three Moments 25</b></p> <p>2.1. Simple beams 25</p> <p>2.2. Continuous beam 37</p> <p>2.3. Applying Clapeyron's theorem 43</p> <p>2.3.1. Beam with two spans 44</p> <p>2.3.2. Beam with support settlements 46</p> <p>2.3.3. Beam with cantilever 49</p> <p>2.4. Focus method 51</p> <p>2.4.1. Left focus method 52</p> <p>2.4.2. Right focus method 54</p> <p>2.4.3. Focus method with loaded bays 57</p> <p>2.5. Conclusion 63</p> <p>2.6. Problems 63</p> <p><b>Chapter 3. Method of Forces 67</b></p> <p>3.1. Beam with one degree of static indeterminacy 67</p> <p>3.2. Beam with many degrees of static indeterminacy 72</p> <p>3.3. Continuous beam with support settlements 77</p> <p>3.4. Analysis of a beam with two degrees of static indeterminacy 80</p> <p>3.5. Analysis of a beam subjected to a moment 84</p> <p>3.6. Analysis of frames 87</p> <p>3.6.1. Frame with two degrees of static indeterminacy 87</p> <p>3.6.2. Frame with cantilever 93</p> <p>3.6.3. Frame with many degrees of static indeterminacy 100</p> <p>3.6.4. Frame with oblique bars 106</p> <p>3.7. Analysis of truss 113</p> <p>3.7.1. Internally statically indeterminate truss 114</p> <p>3.7.2. Externally statically indeterminate truss 121</p> <p>3.7.3. Internally and externally statically indeterminate truss 125</p> <p>3.8. Conclusion 129</p> <p>3.9. Problems 130</p> <p><b>Chapter 4. Slope-Deflection Method 137</b></p> <p>4.1. Relationship between deflections and transmitted moments 137</p> <p>4.2. Fixed-end moments 141</p> <p>4.2.1. Bi-hinged beam 141</p> <p>4.2.2. Simply supported beam 142</p> <p>4.3 Rigidity factor and transmission coefficient 142</p> <p>4.4. Beam analysis 148</p> <p>4.4.1. Single span beam 148</p> <p>4.4.2. Continuous beam 150</p> <p>4.4.3. Continuous beam with cantilever 153</p> <p>4.4.4. Beam with support settlements 156</p> <p>4.4.5. Beam subjected to a moment 160</p> <p>4.5. Analysis of frames 164</p> <p>4.5.1. Frame without sidesway 164</p> <p>4.5.2. Frames with sidesway 182</p> <p>4.6. Conclusion 208</p> <p>4.7. Problems 208</p> <p><b>Chapter 5. Moment-Distribution Method 213</b></p> <p>5.1. Hypotheses of the moment-distribution method 213</p> <p>5.2. Presentation of the moment-distribution method 214</p> <p>5.2.1. Distribution of a moment around a rigid joint 214</p> <p>5.2.2. Distribution procedure 216</p> <p>5.3. Continuous beam analysis 219</p> <p>5.3.1. Beam with support settlement 220</p> <p>5.3.2. Beam with cantilever 224</p> <p>5.3.3. Beam subjected to a moment 227</p> <p>5.4. Analysis of frames 229</p> <p>5.4.1. Frame without sidesway 229</p> <p>5.4.2. Frame with sidesway 234</p> <p>5.5. Conclusion 264</p> <p>5.6. Problems 265</p> <p><b>Chapter 6. Influence Lines of Statically Indeterminate Structures 271</b></p> <p>6.1. Introduction 271</p> <p>6.2. Influence lines of beams 272</p> <p>6.2.1. Beam with one degree of static indeterminacy 272</p> <p>6.2.2. Beam with two degrees of static indeterminacy 279</p> <p>6.3. Influence lines of frames 286</p> <p>6.4. Influence lines of trusses 290</p> <p>6.4.1. Internally statically indeterminate truss 292</p> <p>6.4.2. Externally statically indeterminate truss 300</p> <p>6.5. Conclusion 304</p> <p>6.6. Problems 304</p> <p><b>Chapter 7. Statically Indeterminate Arch Analysis 309</b></p> <p>7.1. Introduction 309</p> <p>7.2. Classification of arches 310</p> <p>7.3. Semicircular arch under concentrated load 311</p> <p>7.4. Parabolic arch under concentrated load 321</p> <p>7.5. Semicircular arch under distributed load 326</p> <p>7.6. Parabolic arch under distributed load 331</p> <p>7.7. Semicircular arch fixed under concentrated load 337</p> <p>7.8. Statically indeterminate tied arch 345</p> <p>7.9. Arch with many degrees of freedom 350</p> <p>7.10. Influence lines of statically indeterminate arch 356</p> <p>7.10.1. Influence lines of bi-hinged arch 356</p> <p>7.10.2. Influence line of fixed-end arch 360</p> <p>7.11. Conclusion 364</p> <p>7.12. Problems 365</p> <p>Appendix 371</p> <p>Bibliography 375</p> <p>Index 379</p>

<p><b>Salah KHALFALLAH</b>, National Polytechnic School of Constantine, Algeria.</p>

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