Structural Concrete - Hassoun

Recommendations

Info

88 Chapter 3 Flexural Analysis of Reinforced <strong>Concrete</strong> Beams Figure 3.2 Shape of beam 1 at shear failure (top) and beam 2 at bending moment failure (bottom). part in resisting the principal stresses. Cracks did not extend along the horizontal main steel bars, as in beam 1. On increasing the load, diagonal cracks on the other end of the beam developed at a load of 13,250 lb (59.6 kN). Failure did not occur at this stage because of the presence of stirrups. Stage 5. When the load on beam 2 was further increased, strains increased rapidly until the maximum carrying capacity of the beam was reached at ultimate load, P u = 16,200 lb (72.9 kN). In beam 2, the amount of steel reinforcement used was relatively small. When reached, the yield strain can be considered equal to yield stress divided by the modulus of elasticity of steel, ε y = f y /E s ; the strain in the concrete, ε c , was less than the strain at maximum compressive stress, f c. ′ The steel bars yielded, and the strain in steel increased to about 12 times that of the yield strain without increase in load. Cracks widened sharply, deflection of the beam increased greatly, and the compressive strain on the concrete increased. After another very small increase of load, steel strain hardening occurred, and concrete reached its maximum strain, ε ′ c, and it started to crush under load; then the beam collapsed. Figure 3.2 shows the failure shapes of the two beams. 3.4 TYPES OF FLEXURAL FAILURE AND STRAIN LIMITS 3.4.1 Flexural Failure Three types of flexural failure of a structural member can be expected depending on the percentage of steel used in the section. 1. Steel may reach its yield strength before the concrete reaches its maximum strength, Fig. 3.3a. In this case, the failure is due to the yielding of steel reaching a high strain equal to or greater than 0.005. The section contains a relatively small amount of steel and is called a tension-controlled section. 2. Steel may reach its yield strength at the same time as concrete reaches its ultimate strength, Fig. 3.3b. The section is called a balanced section. 3. <strong>Concrete</strong> may fail before the yield of steel, Fig. 3.3c, due to the presence of a high percentage of steel in the section. In this case, the concrete strength and its maximum strain of 0.003 are reached, but the steel stress is less than the yield strength, that is, f s is less than f y . The strain in the steel is equal to or less than 0.002. This section is called a compression-controlled section.
3.4 Types of Flexural Failure and Strain Limits 89 ε c < ε c ′ f c < f c ′ f c ′ x d N.A. A s ε s = ε t = f y /E s ε s = ε t = f y /E s f s < f y b f y f y Strain Stress At failure (a) f ε c ′ = 0.003 c ′ N.A. d A s f y b Strain Stress (b) ε c ′ = 0.003 f c ′ d N.A. A s b ε s = ε t ≤ ε y = f y /E s Strain (c) Stress Figure 3.3 Stress and strain diagrams for (a) tension-controlled, (b) balanced, and (c) compression-controlled sections.
Page 3:
Structural Concrete
Page 6 and 7:
Portions of this publication reprod
Page 8 and 9:
vi Contents 2.9 Shear Modulus 24 2.
Page 10 and 11:
viii Contents 8 Design of Deep Beam
Page 12 and 13:
x Contents 14.9 Design Requirements
Page 14 and 15:
xii Contents 21.5 Circular Beam Sub
Page 16 and 17:
xiv Preface 5. To explain the failu
Page 18 and 19:
xvi Preface A companion Web site fo
Page 20 and 21:
xviii Notation C c C m C r C s C t
Page 22 and 23:
xx Notation M 1s Factored end momen
Page 24 and 25:
xxii Notation ζ Parameter for eval
Page 26 and 27:
xxiv Conversion Factors To Convert
Page 29 and 30:
CHAPTER1 INTRODUCTION Water Tower P
Page 31 and 32:
1.3 Advantages and Disadvantages of
Page 33 and 34:
1.6 Units of Measurement 5 A second
Page 35 and 36:
1.7 Loads 7 Table 1.2 Density and S
Page 37 and 38:
1.10 Structural Concrete Design 9 F
Page 39 and 40:
1.12 Concrete High-Rise Buildings 1
Page 41 and 42:
References 13 Concrete bridge, Knox
Page 43 and 44:
CHAPTER2 PROPERTIES OF REINFORCED C
Page 45 and 46:
2.2 Compressive Strength 17 Table 2
Page 47 and 48:
2.4 Tensile Strength of Concrete 19
Page 49 and 50:
2.6 Shear Strength 21 The splitting
Page 51 and 52:
2.8 Poisson’s Ratio 23 For practi
Page 53 and 54:
2.12 Creep 25 3. Type, Amount, and
Page 55 and 56:
2.13 Models for Predicting Shrinkag
Page 57 and 58:
Page 59 and 60:
Page 61 and 62:
Page 63 and 64:
Page 65 and 66: 2.13 Models for Predicting Shrinkag
Page 97 and 98: 2.14 Unit Weight of Concrete 69 Det
Page 99 and 100: 2.17 Lightweight Concrete 71 Castin
Page 101 and 102: 2.19 Steel Reinforcement 73 have pr
Page 103 and 104: 2.19 Steel Reinforcement 75 Table 2
Page 105 and 106: 2.19 Steel Reinforcement 77 Table 2
Page 107 and 108: References 79 Section 2.14 The unit
Page 109 and 110: Problems 81 2.10 Determine the modu
Page 111 and 112: CHAPTER3 FLEXURAL ANALYSIS OF REINF
Page 113 and 114: 3.3 Behavior of Simply Supported Re
Page 115: 3.3 Behavior of Simply Supported Re
Page 119 and 120: 3.5 Load Factors 91 h c b d d t A s
Page 121 and 122: 3.6 Strength Reduction Factor φ 93
Page 123 and 124: 3.8 Equivalent Compressive Stress D
Page 125 and 126: 3.8 Equivalent Compressive Stress D
Page 127 and 128: 3.9 Singly Reinforced Rectangular S
Page 137 and 138: 3.11 Adequacy of Sections 109 accom
Page 139 and 140: 3.11 Adequacy of Sections 111 2. Ch
Page 141 and 142: 3.12 Bundled Bars 113 2. Check ρ m
Page 143 and 144: 3.13 Sections in the Transition Reg
Page 145 and 146: 3.14 Rectangular Sections with Comp
Page 155 and 156: 3.15 Analysis of T- and I-Sections
Page 165 and 166: 3.18 Sections of Other Shapes 137 3
Page 167 and 168:
3.19 Analysis of Sections Using Tab
Page 169 and 170:
3.20 Additional Examples 141 Soluti
Page 171 and 172:
3.21 Examples Using SI Units 143 Fo
Page 173 and 174:
Summary 145 SUMMARY Flowcharts for
Page 175 and 176:
Summary 147 Note that (A s f y −
Page 177 and 178:
Problems 149 3.2 Rectangular sectio
Page 179 and 180:
Problems 151 Figure 3.41 Problem 3.
Page 181 and 182:
4.2 Rectangular Sections with Tensi
Page 183 and 184:
4.3 Spacing of Reinforcement and Co
Page 185 and 186:
Page 187 and 188:
Page 189 and 190:
Page 191 and 192:
4.4 Rectangular Sections with Compr
Page 193 and 194:
Page 195 and 196:
Page 197 and 198:
4.5 Design of T-Sections 169 3. Com
Page 199 and 200:
4.5 Design of T-Sections 171 The de
Page 201 and 202:
4.5 Design of T-Sections 173 A s Fi
Page 203 and 204:
4.6 Additional Examples 175 Example
Page 205 and 206:
4.6 Additional Examples 177 1.5 2.3
Page 207 and 208:
4.7 Examples Using SI Units 179 Sol
Page 209 and 210:
Summary 181 SUMMARY Sections 4.1-4.
Page 211 and 212:
Summary 183 There are two cases: Ca
Page 213 and 214:
Problems 185 No. M u (K⋅ft) b (in
Page 215 and 216:
Page 217 and 218:
5.2 Shear Stresses in Concrete Beam
Page 219 and 220:
5.3 Behavior of Beams without Shear
Page 221 and 222:
5.4 Moment Effect on Shear Strength
Page 223 and 224:
5.5 Beams with Shear Reinforcement
Page 225 and 226:
5.5 Beams with Shear Reinforcement
Page 227 and 228:
5.6 ACI Code Shear Design Requireme
Page 229 and 230:
5.7 Design of Vertical Stirrups 201
Page 231 and 232:
5.7 Design of Vertical Stirrups 203
Page 233 and 234:
5.8 Design Summary 205 5.8 DESIGN S
Page 235 and 236:
5.8 Design Summary 207 Choose no. 3
Page 237 and 238:
5.9 Shear Force Due to Live Loads 2
Page 239 and 240:
5.9 Shear Force Due to Live Loads 2
Page 241 and 242:
5.10 Shear Stresses in Members of V
Page 243 and 244:
5.10 Shear Stresses in Members of V
Page 245 and 246:
5.11 Examples Using SI Units 217 M
Page 247 and 248:
5.11 Examples Using SI Units 219 Ta
Page 249 and 250:
5.11 Examples Using SI Units 221 5.
Page 251 and 252:
Problems 223 3. R. C. Fenwick and T
Page 253 and 254:
Problems 225 11.1 K/ft Figure 5.25
Page 255 and 256:
6.2 Instantaneous Deflection 227 Ta
Page 257 and 258:
6.2 Instantaneous Deflection 229 wh
Page 259 and 260:
6.2 Instantaneous Deflection 231 (a
Page 261 and 262:
6.3 Long-Time Deflection 233 Then c
Page 263 and 264:
6.5 Deflection Due to Combinations
Page 265 and 266:
Page 267 and 268:
Page 269 and 270:
Page 271 and 272:
6.6 Cracks in Flexural Members 243
Page 273 and 274:
6.6 Cracks in Flexural Members 245
Page 275 and 276:
6.7 ACI Code Requirements 247 have
Page 277 and 278:
6.7 ACI Code Requirements 249 Check
Page 279 and 280:
6.7 ACI Code Requirements 251 Choos
Page 281 and 282:
References 253 2. Maximum crack wid
Page 283 and 284:
Page 285 and 286:
CHAPTER7 DEVELOPMENT LENGTH OF REIN
Page 287 and 288:
7.2 Development of Bond Stresses 25
Page 289 and 290:
7.3 Development Length in Tension 2
Page 291 and 292:
7.3 Development Length in Tension 2
Page 293 and 294:
7.4 Development Length in Compressi
Page 295 and 296:
7.5 Summary for Computation of I d
Page 297 and 298:
7.6 Critical Sections in Flexural M
Page 299 and 300:
7.6 Critical Sections in Flexural M
Page 301 and 302:
7.7 Standard Hooks (ACI Code, Secti
Page 303 and 304:
7.7 Standard Hooks (ACI Code, Secti
Page 305 and 306:
7.8 Splices of Reinforcement 277 Fi
Page 307 and 308:
7.8 Splices of Reinforcement 279 So
Page 309 and 310:
7.9 Moment-Resistance Diagram (Bar
Page 311 and 312:
7.9 Moment-Resistance Diagram (Bar
Page 313 and 314:
Summary 285 Let A s = 0.018(10)(17)
Page 315 and 316:
Problems 287 7. C. O. Orangum, J. O
Page 317 and 318:
Problems 289 Figure 7.17 (33 kN/m).
Page 319 and 320:
8.3 Strut-and-Tie Model 291 D B D D
Page 321 and 322:
8.4 ACI Design Procedure to Build a
Page 323 and 324:
Page 325 and 326:
Page 327 and 328:
Page 329 and 330:
8.5 Strut-and-Tie Method According
Page 331 and 332:
8.6 Deep Members 303 This equation
Page 333 and 334:
8.6 Deep Members 305 that cause cra
Page 335 and 336:
8.6 Deep Members 307 P u = 768 K D
Page 337 and 338:
8.6 Deep Members 309 Strut Nodal zo
Page 339 and 340:
8.6 Deep Members 311 V u = 160 K CL
Page 341 and 342:
8.6 Deep Members 313 Centroid of st
Page 343 and 344:
8.6 Deep Members 315 2. Check if be
Page 345 and 346:
8.6 Deep Members 317 9. Check ancho
Page 347 and 348:
8.6 Deep Members 319 Pu = 766 K 6.0
Page 349 and 350:
References 321 No. 9 bar @3.5" c/c
Page 351 and 352:
Problems 323 11.3’ 11.3’ W LL W
Page 353 and 354:
9.1 Types of Slabs 325 (a) (b) (c)
Page 355 and 356:
9.2 Design of One-Way Solid Slabs 3
Page 357 and 358:
9.6 Distribution of Loads from One-
Page 359 and 360:
Page 361 and 362:
Page 363 and 364:
9.7 One-Way Joist Floor System 335
Page 365 and 366:
9.7 One-Way Joist Floor System 337
Page 367 and 368:
References 339 One-way ribbed slab
Page 369 and 370:
Problems 341 9.6 Repeat Problem 9.4
Page 371 and 372:
10.2 Types of Columns 343 Figure 10
Page 373 and 374:
10.4 ACI Code Limitations 345 (a) (
Page 375 and 376:
10.5 Spiral Reinforcement 347 Table
Page 377 and 378:
10.8 Long Columns 349 reinforced co
Page 379 and 380:
10.8 Long Columns 351 3. Design of
Page 381 and 382:
References 353 Section 10.5 Minimum
Page 383 and 384:
Problems 355 Number f ′ c (ksi) P
Page 385 and 386:
11.1 Introduction 357 B C H A A D V
Page 387 and 388:
11.3 Load-Moment Interaction Diagra
Page 389 and 390:
11.4 Safety Provisions 361 11.4 SAF
Page 391 and 392:
11.5 Balanced Condition: Rectangula
Page 393 and 394:
11.6 Column Sections under Eccentri
Page 395 and 396:
11.7 Strength of Columns for Tensio
Page 397 and 398:
11.7 Strength of Columns for Tensio
Page 399 and 400:
11.8 Strength of Columns for Compre
Page 401 and 402:
Page 403 and 404:
Page 405 and 406:
11.10 Rectangular Columns with Side
Page 407 and 408:
11.10 Rectangular Columns with Side
Page 409 and 410:
11.11 Load Capacity of Circular Col
Page 411 and 412:
Page 413 and 414:
Page 415 and 416:
11.12 Analysis and Design of Column
Page 417 and 418:
11.12 Analysis and Design of Column
Page 419 and 420:
11.13 Design of Columns under Eccen
Page 421 and 422:
Page 423 and 424:
Page 425 and 426:
11.14 Biaxial Bending 397 5 no. 10
Page 427 and 428:
11.15 Circular Columns with Uniform
Page 429 and 430:
11.15 Circular Columns with Uniform
Page 431 and 432:
11.17 Parme Load Contour Method 403
Page 433 and 434:
Page 435 and 436:
Page 437 and 438:
11.18 Equation of Failure Surface 4
Page 439 and 440:
11.19 SI Example 411 3. Compute the
Page 441 and 442:
Summary 413 SUMMARY Sections 11.1-1
Page 443 and 444:
Problems 415 REFERENCES 1. B. Brest
Page 445 and 446:
Problems 417 16 no. 10 bars Figure
Page 447 and 448:
Problems 419 11.12 Repeat Problem 1
Page 449 and 450:
12.2 Effective Column Length (Kl u
Page 451 and 452:
12.3 Effective Length Factor (K) 42
Page 453 and 454:
12.4 Member Stiffness (EI) 425 Long
Page 455 and 456:
12.5 Limitation of the Slenderness
Page 457 and 458:
12.6 Moment-Magnifier Design Method
Page 459 and 460:
Page 461 and 462:
Page 463 and 464:
Page 465 and 466:
Page 467 and 468:
Summary 439 3. The value of K can b
Page 469 and 470:
Problems 441 7. R. Green and J. E.
Page 471 and 472:
CHAPTER13 FOOTINGS Office building
Page 473 and 474:
13.2 Types of Footings 445 Vertical
Page 475 and 476:
13.2 Types of Footings 447 Figure 1
Page 477 and 478:
13.4 Design Considerations 449 Figu
Page 479 and 480:
13.4 Design Considerations 451 This
Page 481 and 482:
13.4 Design Considerations 453 c Co
Page 483 and 484:
Page 485 and 486:
Page 487 and 488:
13.5 Plain Concrete Footings 459 th
Page 489 and 490:
13.5 Plain Concrete Footings 461 No
Page 491 and 492:
13.5 Plain Concrete Footings 463 c
Page 493 and 494:
13.5 Plain Concrete Footings 465 Th
Page 495 and 496:
13.5 Plain Concrete Footings 467 8'
Page 497 and 498:
13.5 Plain Concrete Footings 469 14
Page 499 and 500:
13.5 Plain Concrete Footings 471 Fi
Page 501 and 502:
13.6 Combined Footings 473 Figure 1
Page 503 and 504:
13.6 Combined Footings 475 (Assumed
Page 505 and 506:
13.6 Combined Footings 477 16″ ×
Page 507 and 508:
13.8 Footings under Biaxial Moment
Page 509 and 510:
13.8 Footings under Biaxial Moment
Page 511 and 512:
13.10 Footings on Piles 483 13.9 SL
Page 513 and 514:
Summary 485 V Required d = u (1000)
Page 515 and 516:
Problems 487 Section 13.5 Plain con
Page 517 and 518:
Problems 489 Table 13.3 Problem 13.
Page 519 and 520:
14.2 Types of Retaining Walls 491 F
Page 521 and 522:
14.4 Active and Passive Soil Pressu
Page 523 and 524:
14.4 Active and Passive Soil Pressu
Page 525 and 526:
14.5 Effect of Surcharge 497 The ac
Page 527 and 528:
14.7 Stability Against Overturning
Page 529 and 530:
14.9 Design Requirements 501 Figure
Page 531 and 532:
14.10 Drainage 503 Example 14.1 The
Page 533 and 534:
14.10 Drainage 505 c. The flexural
Page 535 and 536:
14.10 Drainage 507 Figure 14.12 Exa
Page 537 and 538:
14.10 Drainage 509 The total resist
Page 539 and 540:
14.10 Drainage 511 concrete on the
Page 541 and 542:
14.11 Basement Walls 513 Figure 14.
Page 543 and 544:
14.11 Basement Walls 515 No. 4 @ 12
Page 545 and 546:
Summary 517 Figure 14.17 Example 14
Page 547 and 548:
Problems 519 Figure 14.18 Problem 1
Page 549 and 550:
Problems 521 the coefficient of fri
Page 551 and 552:
CHAPTER15 DESIGN FOR TORSION Apartm
Page 553 and 554:
15.3 Torsional Stresses 525 Figure
Page 555 and 556:
15.3 Torsional Stresses 527 Table 1
Page 557 and 558:
15.6 Torsion Theories for Concrete
Page 559 and 560:
Page 561 and 562:
Page 563 and 564:
15.8 Torsion in Reinforced Concrete
Page 565 and 566:
Page 567 and 568:
Page 569 and 570:
Page 571 and 572:
15.9 Summary of ACI Code Procedures
Page 573 and 574:
Page 575 and 576:
Page 577 and 578:
Page 579 and 580:
References 551 Equation U.S. Custom
Page 581 and 582:
Problems 553 3 no. 9 Figure 15.17 P
Page 583 and 584:
CHAPTER16 CONTINUOUS BEAMS AND FRAM
Page 585 and 586:
16.2 Maximum Moments in Continuous
Page 587 and 588:
16.2 Maximum Moments in Continuous
Page 589 and 590:
16.3 Building Frames 561 2 no. 9 4
Page 591 and 592:
16.4 Portal Frames 563 Figure 16.8
Page 593 and 594:
16.6 Design of Frame Hinges 565 For
Page 595 and 596:
16.6 Design of Frame Hinges 567 Fig
Page 597 and 598:
Page 599 and 600:
Page 601 and 602:
16.6 Design of Frame Hinges 573 d.
Page 603 and 604:
16.6 Design of Frame Hinges 575 Fro
Page 605 and 606:
16.6 Design of Frame Hinges 577 iii
Page 607 and 608:
16.7 Introduction to Limit Design 5
Page 609 and 610:
16.8 The Collapse Mechanism 581 tra
Page 611 and 612:
16.11 Limit Analysis 583 Example 16
Page 613 and 614:
16.11 Limit Analysis 585 Figure 16.
Page 615 and 616:
16.12 Rotation of Plastic Hinges 58
Page 617 and 618:
Page 619 and 620:
Page 621 and 622:
16.13 Summary of Limit Design Proce
Page 623 and 624:
16.13 Summary of Limit Design Proce
Page 625 and 626:
16.14 Moment Redistribution of Maxi
Page 627 and 628:
Page 629 and 630:
Page 631 and 632:
Page 633 and 634:
Summary 605 A B C D E F Typical sec
Page 635 and 636:
Problems 607 Table 16.1 gives the d
Page 637 and 638:
Page 639 and 640:
17.2 Types of Two-Way Slabs 611 Fig
Page 641 and 642:
17.2 Types of Two-Way Slabs 613 Fig
Page 643 and 644:
17.4 Design Concepts 615 Slabonbeam
Page 645 and 646:
17.4 Design Concepts 617 Figure 17.
Page 647 and 648:
17.5 Column and Middle Strips 619 T
Page 649 and 650:
17.6 Minimum Slab Thickness to Cont
Page 651 and 652:
17.6 Minimum Slab Thickness to Cont
Page 653 and 654:
17.7 Shear Strength of Slabs 625 Fi
Page 655 and 656:
17.7 Shear Strength of Slabs 627 Fi
Page 657 and 658:
17.8 Analysis of Two-Way Slabs by t
Page 659 and 660:
Page 661 and 662:
Page 663 and 664:
Page 665 and 666:
Page 667 and 668:
Page 669 and 670:
Page 671 and 672:
Page 673 and 674:
Page 675 and 676:
Page 677 and 678:
Page 679 and 680:
Page 681 and 682:
Page 683 and 684:
Page 685 and 686:
Page 687 and 688:
17.10 Transfer of Unbalanced Moment
Page 689 and 690:
Page 691 and 692:
Page 693 and 694:
Page 695 and 696:
Page 697 and 698:
Page 699 and 700:
Page 701 and 702:
(a) Figure 17.33 (a) Planofthewaffl
Page 703 and 704:
17.11 Waffle Slabs 675 Table 17.12
Page 705 and 706:
17.11 Waffle Slabs 677 (a) (b) M 0
Page 707 and 708:
17.11 Waffle Slabs 679 Table 17.13
Page 709 and 710:
17.12 Equivalent Frame Method 681 b
Page 711 and 712:
17.12 Equivalent Frame Method 683 t
Page 713 and 714:
17.12 Equivalent Frame Method 685 T
Page 715 and 716:
17.12 Equivalent Frame Method 687 F
Page 717 and 718:
17.12 Equivalent Frame Method 689 F
Page 719 and 720:
17.12 Equivalent Frame Method 691 T
Page 721 and 722:
Problems 693 Section 17.12 1. In th
Page 723 and 724:
Problems 695 17.5 (Flat slabs) Use
Page 725 and 726:
18.1 Introduction 697 Figure 18.1 P
Page 727 and 728:
18.2 Types of Stairs 699 Figure 18.
Page 729 and 730:
Page 731 and 732:
Page 733 and 734:
Page 735 and 736:
18.2 Types of Stairs 707 Free-stand
Page 737 and 738:
Page 739 and 740:
18.2 Types of Stairs 711 For a symm
Page 741 and 742:
18.3 Examples 713 2. The width of s
Page 743 and 744:
18.3 Examples 715 Let d = 7.9 − 0
Page 745 and 746:
18.3 Examples 717 1 no. 3 / step No
Page 747 and 748:
18.3 Examples 719 6. The transverse
Page 749 and 750:
Summary 721 3. Calculate the reinfo
Page 751 and 752:
Page 753 and 754:
19.1 Prestressed Concrete 725 Figur
Page 755 and 756:
19.1 Prestressed Concrete 727 f ′
Page 757 and 758:
19.1 Prestressed Concrete 729 Addin
Page 759 and 760:
19.1 Prestressed Concrete 731 may b
Page 761 and 762:
19.1 Prestressed Concrete 733 Figur
Page 763 and 764:
19.2 Materials and Serviceability R
Page 765 and 766:
19.3 Loss of Prestress 737 Table 19
Page 767 and 768:
19.3 Loss of Prestress 739 and ( Fi
Page 769 and 770:
19.3 Loss of Prestress 741 where P
Page 771 and 772:
19.3 Loss of Prestress 743 2. Loss
Page 773 and 774:
19.3 Loss of Prestress 745 4. Loss
Page 775 and 776:
19.4 Analysis of Flexural Members 7
Page 777 and 778:
Page 779 and 780:
Page 781 and 782:
Page 783 and 784:
Page 785 and 786:
19.5 Design of Flexural Members 757
Page 787 and 788:
Page 789 and 790:
Page 791 and 792:
19.6 Cracking Moment 763 The maximu
Page 793 and 794:
19.7 Deflection 765 called camber.
Page 795 and 796:
19.8 Design for Shear 767 The cambe
Page 797 and 798:
19.8 Design for Shear 769 Figure 19
Page 799 and 800:
19.8 Design for Shear 771 3. The mi
Page 801 and 802:
19.8 Design for Shear 773 Use d p =
Page 803 and 804:
19.9 Preliminary Design of Prestres
Page 805 and 806:
19.10 End-Block Stresses 777 The co
Page 807 and 808:
19.10 End-Block Stresses 779 Figure
Page 809 and 810:
Summary 781 Section 19.5 The nomina
Page 811 and 812:
Problems 783 27. Y. Guyon. Prestres
Page 813 and 814:
Problems 785 b. Locate the tendons
Page 815 and 816:
20.2 Seismic Design Category 787 20
Page 817 and 818:
20.2 Seismic Design Category 789 Ta
Page 819 and 820:
20.2 Seismic Design Category 791 Fi
Page 821 and 822:
Page 823 and 824:
20.2 Seismic Design Category 795 Ta
Page 825 and 826:
Page 827 and 828:
Page 829 and 830:
Page 831 and 832:
20.2 Seismic Design Category 803 St
Page 833 and 834:
20.3 Analysis Procedures 805 Table
Page 835 and 836:
20.3 Analysis Procedures 807 The la
Page 837 and 838:
20.3 Analysis Procedures 809 Step 5
Page 839 and 840:
20.3 Analysis Procedures 811 Table
Page 841 and 842:
20.3 Analysis Procedures 813 Exampl
Page 843 and 844:
20.3 Analysis Procedures 815 254 6
Page 845 and 846:
20.3 Analysis Procedures 817 9. Det
Page 847 and 848:
20.5 Special Requirements in Design
Page 849 and 850:
Page 851 and 852:
Page 853 and 854:
Page 855 and 856:
Page 857 and 858:
Page 859 and 860:
Page 861 and 862:
Page 863 and 864:
Page 865 and 866:
Page 867 and 868:
Page 869 and 870:
Page 871 and 872:
Page 873 and 874:
Page 875 and 876:
Page 877 and 878:
Page 879 and 880:
Page 881 and 882:
Page 883 and 884:
Page 885 and 886:
Problems 857 20.5 Design the transv
Page 887 and 888:
21.2 Uniformly Loaded Circular Beam
Page 889 and 890:
Page 891 and 892:
Page 893 and 894:
21.3 Semicircular Beam Fixed at End
Page 895 and 896:
21.3 Semicircular Beam Fixed at End
Page 897 and 898:
21.4 Fixed-End Semicircular Beam un
Page 899 and 900:
21.4 Fixed-End Semicircular Beam un
Page 901 and 902:
21.5 Circular Beam Subjected to Uni
Page 903 and 904:
21.6 Circular Beam Subjected to a C
Page 905 and 906:
21.6 Circular Beam Subjected to a C
Page 907 and 908:
21.7 V-Shape Beams Subjected to Uni
Page 909 and 910:
21.8 V-Shape Beams Subjected to a C
Page 911 and 912:
21.8 V-Shape Beams Subjected to a C
Page 913 and 914:
Summary 885 Figure 21.12 Example 21
Page 915 and 916:
CHAPTER22 PRESTRESSED CONCRETE BRID
Page 917 and 918:
22.2 Typical Cross Sections 889 22.
Page 919 and 920:
22.3 Design Philosophy of AASHTO Sp
Page 921 and 922:
22.4 Load Factors and Combinations
Page 923 and 924:
22.4 Load Factors and Combinations
Page 925 and 926:
22.5 Gravity Loads 897 Table 22.10
Page 927 and 928:
22.5 Gravity Loads 899 Design tande
Page 929 and 930:
Page 931 and 932:
Page 933 and 934:
22.6 Design for Flexural and Axial
Page 935 and 936:
22.7 Design for Shear (AASHTO 5.8)
Page 937 and 938:
Page 939 and 940:
Page 941 and 942:
22.8 Loss of Prestress (AASHTO 5.9.
Page 943 and 944:
22.9 Deflections (AASHTO 5.7.3.6) 9
Page 945 and 946:
Page 947 and 948:
Page 949 and 950:
Page 951 and 952:
Page 953 and 954:
Page 955 and 956:
Page 957 and 958:
Page 959 and 960:
Page 961 and 962:
Page 963 and 964:
Page 965 and 966:
Page 967 and 968:
Page 969 and 970:
Page 971 and 972:
Page 973 and 974:
CHAPTER23 REVIEW PROBLEMS ON CONCRE
Page 975 and 976:
Review Problems on Concrete Buildin
Page 977 and 978:
Page 979 and 980:
Page 981 and 982:
Page 983 and 984:
Page 985 and 986:
Page 987 and 988:
Page 989 and 990:
Page 991 and 992:
Page 993 and 994:
Page 995 and 996:
Page 997 and 998:
Page 999 and 1000:
Design and Analysis Flowcharts 971
Page 1001 and 1002:
Page 1003 and 1004:
Page 1005 and 1006:
Page 1007 and 1008:
Page 1009 and 1010:
Page 1011 and 1012:
Page 1013 and 1014:
Page 1015 and 1016:
Page 1017 and 1018:
Page 1019 and 1020:
Page 1021 and 1022:
Page 1023 and 1024:
Appendix A Design Tables (U.S. Cust
Page 1025 and 1026:
Page 1027 and 1028:
Page 1029 and 1030:
Page 1031:
Page 1034 and 1035:
1006 Appendix B Design Tables (SI U
Page 1036 and 1037:
Page 1038 and 1039:
Page 1040 and 1041:
Page 1042 and 1043:
1014 Appendix C Structural Aids Tab
Page 1044 and 1045:
Page 1046 and 1047:
Page 1048 and 1049:
Page 1050 and 1051:
Page 1052 and 1053:
Page 1054 and 1055:
Page 1056 and 1057:
Page 1058 and 1059:
Page 1060 and 1061:
Page 1062 and 1063:
1034 Index Beams (continued) stress
Page 1064 and 1065:
1036 Index F Factored loads, 91 Fai
Page 1066 and 1067:
1038 Index Seismic design (continue
show all

Structural Concrete - Hassoun

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?