Structural Concrete - Hassoun

Recommendations

Info

594 Chapter 16 Continuous Beams and Frames Example 16.7 The beam shown in Fig. 16.30 is fixed at both ends and carries a uniform factored load of 5.5 K/ft, and a concentrated factored load of 48 K. Design the beam using the limit design procedure. Use b = 14 in., f c ′ = 3ksi,andf y = 40 ksi. 5 no. 9 2 no. 4 2 no. 9 5 no. 9 Figure 16.30 Example 16.7.
16.13 Summary of Limit Design Procedure 595 Solution 1. Factored uniform load w u = 5.5 K/ft. Factored concentrated load P u = 48 K. 2. The plastic hinges will develop at A, B,andC, causing the mechanism shown in Fig. 16.30. Using the virtual work method of analysis and assuming a unit deflection at C, then the external work is equal to ( W e = 48 × 1 + 5.5 24 × 1 ) = 114 K ⋅ ft 2 The internal work absorbed by the plastic hinges is W i = M u θ(at A)+M u θ(at B)+M u (2θ) at C ( ) 1 = 4M u θ = 4M u = M u 12 3 Equating W e and W i gives M u = 342 K ⋅ ft. The general analysis gives directly M u = w u L2 16 + P L u 8 = 5.5 16 (24)2 + 48 24 = 342 K ⋅ ft 8 3. Design the critical sections at A, B,andC for M u = 342 K ⋅ ft.FromtablesinAppendixAandfor f c ′ = 3ksi, f y = 40 ksi, and a steel percentage ρ = 0.013, R u = 420 psi (ρ max = 0.0203). Where M u = R u bd 2 342 × 12 = 0.42 × 14(d) 2 d is 26.4in. and the total depth h = 26.4 + 2.5 = 28.9in., say, 29 in., A s = ρbd = 0.013 × 14 × 26.4 = 4.8in. 2 Use five no. 9 bars in one row; A s provided = 5.0 in. 2 , b min = 13.875 in. < 14 in. a = A s f y 0.85 f ′ c b = 5.0 × 40 0.85 × 3 × 14 = 5.6in. c = a 0.85 = 6.6in. λ = c d = 6.6 26.4 = 0.25 4. The required rotation of plastic hinges is as follows: a. θ A = L 6E c I [2(M A − M FZ )+(M B − M FB )] E c = 57,400 √ f ′ c = 3.144 × 10 6 psi E s = 29 × 10 6 psi and n = E s E c = 9.2 b. Determine the fixed end moments at A and B using factored loads: M FA = M FB = w u L2 12 (uniform load)+P u L (concentrated load) 8 = 5.5 (24)2 12 + 48 × 24 8 Plastic M A = plastic M B = 342 K ⋅ ft = 408 K ⋅ ft
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:
Page 67 and 68:
Page 69 and 70:
Page 71 and 72:
Page 73 and 74:
Page 75 and 76:
Page 77 and 78:
Page 79 and 80:
Page 81 and 82:
Page 83 and 84:
Page 85 and 86:
Page 87 and 88:
Page 89 and 90:
Page 91 and 92:
Page 93 and 94:
Page 95 and 96:
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 and 116:
3.3 Behavior of Simply Supported Re
Page 117 and 118:
3.4 Types of Flexural Failure and S
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 129 and 130:
Page 131 and 132:
Page 133 and 134:
Page 135 and 136:
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 147 and 148:
Page 149 and 150:
Page 151 and 152:
Page 153 and 154:
Page 155 and 156:
3.15 Analysis of T- and I-Sections
Page 157 and 158:
Page 159 and 160:
Page 161 and 162:
Page 163 and 164:
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 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 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 621: 16.13 Summary of Limit Design Proce
Page 625 and 626: 16.14 Moment Redistribution of Maxi
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: Problems 609 Figure 16.36 Problem 1
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 673 and 674:
17.8 Analysis of Two-Way Slabs by t
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:
Problems 723 Figure 18.23 Problem 1
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?