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72 Chapter 2 Properties of Reinforced Concrete 3. By creating gas bubbles in a cement slurry, which, when it sets, leaves a spongelike structure. This type is called aerated concrete. 4. By forming air cells in the slurry by chemical reaction or by vigorous mixing of the slurry with a preformed stable foam, which is produced by using special foam concentrate in a high-speed mixer. This type is called cellular concrete. Structural lightweight concrete has a unit weight that ranges from 90 to 115 lb/ft 3 , compared with 145 lb/ft 3 for normal-weight concrete. It is used in the design of floor slabs in buildings and other structural members where high-strength concrete is not required. Structural lightweight concrete can be produced with a compressive strength of 2500 to 5000 psi for practical applications. 2.18 FIBROUS CONCRETE Fibrous concrete is made primarily of concrete constituents and discrete reinforcing fibers. The brittle nature of concrete and its low flexural tensile strength are major reasons for the growing interest in the performance of fibers in concrete technology. Various types of fibers—mainly steel, glass, and organic polymers—have been used in fibrous concrete. Generally, the length and diameter of the fibers do not exceed 3 in. (75 mm) and 0.04 in. (1 mm), respectively. The addition of fibers to concrete improves its mechanical properties, such as ductility, toughness, shear, flexural strength, impact resistance, and crack control. A convenient numerical parameter describing a fiber is its aspect ratio, which is the fiber length divided by an equivalent fiber diameter. Typical aspect ratios range from about 30 to 150, with the most common ratio being about 100. More details on fibrous concrete are given in Reference 23. 2.19 STEEL REINFORCEMENT Reinforcement, usually in the form of steel bars, is placed in the concrete member, mainly in the tension zone, to resist the tensile forces resulting from external load on the member. Reinforcement is also used to increase the member’s compression resistance. Steel costs more than concrete, but it has a yield strength about 10 times the compressive strength of concrete. The function and behavior of both steel and concrete in a reinforced concrete member are discussed in Chapter 3. Longitudinal bars taking either tensile or compression forces in a concrete member are called main reinforcement. Additional reinforcement in slabs, in a direction perpendicular to the main reinforcement, is called secondary, ordistribution, reinforcement. In reinforced concrete beams, another type of steel reinforcement is used, transverse to the direction of the main steel and bent in a box or U shape. These are called stirrups. Similar reinforcements are used in columns, where they are called ties. 2.19.1 Types of Steel Reinforcement Different types of steel reinforcement are used in various reinforced concrete members. These types can be classified as follows: Round Bars. Round bars are used most widely for reinforced concrete. Round bars are available in a large range of diameters, from 1 in. (6 mm) to 1 3 in. (36 mm), plus two special types, 1 3 in. 4 8 4 (45 mm) and 2 1 in. (57 mm). Round bars, depending on their surfaces, are either plain or deformed 4 bars. Plain bars are used mainly for secondary reinforcement or in stirrups and ties. Deformed bars
2.19 Steel Reinforcement 73 have projections or deformations on the surface for the purpose of improving the bond with concrete and reducing the width of cracks opening in the tension zone. The diameter of a plain bar can be measured easily, but for a deformed bar, a nominal diameter is used that is the diameter of a circular surface with the same area as the section of the deformed bar. Requirements of surface projections on bars are specified by ASTM specification A 305 or A 615. The bar sizes are designated by numbers 3 through 11, corresponding to the diameter in one-eighths of an inch. For instance, a no. 7 bar has a nominal diameter of 7 in. and a no. 4 bar has a nominal 8 diameter of 1 in. The two largest sizes are designated no. 14 and no. 18, respectively. American 2 standard bar marks are shown on the steel reinforcement to indicate the initial of the producing mill, the bar size, and the type of steel (Fig. 2.6). The grade of the reinforcement is indicated on the bars Figure 2.6 Some types of deformed bars and American standard bar marks.
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Structural Concrete
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Portions of this publication reprod
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vi Contents 2.9 Shear Modulus 24 2.
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viii Contents 8 Design of Deep Beam
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x Contents 14.9 Design Requirements
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xii Contents 21.5 Circular Beam Sub
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xiv Preface 5. To explain the failu
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xvi Preface A companion Web site fo
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xviii Notation C c C m C r C s C t
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xx Notation M 1s Factored end momen
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xxii Notation ζ Parameter for eval
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xxiv Conversion Factors To Convert
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CHAPTER1 INTRODUCTION Water Tower P
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1.3 Advantages and Disadvantages of
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1.6 Units of Measurement 5 A second
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1.7 Loads 7 Table 1.2 Density and S
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1.10 Structural Concrete Design 9 F
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1.12 Concrete High-Rise Buildings 1
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References 13 Concrete bridge, Knox
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CHAPTER2 PROPERTIES OF REINFORCED C
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2.2 Compressive Strength 17 Table 2
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2.4 Tensile Strength of Concrete 19
Page 49 and 50: 2.6 Shear Strength 21 The splitting
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Page 97 and 98: 2.14 Unit Weight of Concrete 69 Det
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Page 103 and 104: 2.19 Steel Reinforcement 75 Table 2
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Page 107 and 108: References 79 Section 2.14 The unit
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Page 111 and 112: CHAPTER3 FLEXURAL ANALYSIS OF REINF
Page 113 and 114: 3.3 Behavior of Simply Supported Re
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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
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Page 127 and 128: 3.9 Singly Reinforced Rectangular S
Page 137 and 138: 3.11 Adequacy of Sections 109 accom
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Page 141 and 142: 3.12 Bundled Bars 113 2. Check ρ m
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3.14 Rectangular Sections with Comp
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3.14 Rectangular Sections with Comp
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3.15 Analysis of T- and I-Sections
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3.18 Sections of Other Shapes 137 3
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3.19 Analysis of Sections Using Tab
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3.20 Additional Examples 141 Soluti
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3.21 Examples Using SI Units 143 Fo
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Summary 145 SUMMARY Flowcharts for
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Summary 147 Note that (A s f y −
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Problems 149 3.2 Rectangular sectio
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Problems 151 Figure 3.41 Problem 3.
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4.2 Rectangular Sections with Tensi
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4.3 Spacing of Reinforcement and Co
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4.4 Rectangular Sections with Compr
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4.5 Design of T-Sections 169 3. Com
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4.5 Design of T-Sections 171 The de
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4.5 Design of T-Sections 173 A s Fi
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4.6 Additional Examples 175 Example
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4.6 Additional Examples 177 1.5 2.3
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4.7 Examples Using SI Units 179 Sol
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Summary 181 SUMMARY Sections 4.1-4.
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Summary 183 There are two cases: Ca
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Problems 185 No. M u (K⋅ft) b (in
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5.2 Shear Stresses in Concrete Beam
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5.3 Behavior of Beams without Shear
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5.4 Moment Effect on Shear Strength
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5.5 Beams with Shear Reinforcement
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5.5 Beams with Shear Reinforcement
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5.6 ACI Code Shear Design Requireme
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5.7 Design of Vertical Stirrups 201
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5.7 Design of Vertical Stirrups 203
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5.8 Design Summary 205 5.8 DESIGN S
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5.8 Design Summary 207 Choose no. 3
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5.9 Shear Force Due to Live Loads 2
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5.9 Shear Force Due to Live Loads 2
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5.10 Shear Stresses in Members of V
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5.10 Shear Stresses in Members of V
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5.11 Examples Using SI Units 217 M
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5.11 Examples Using SI Units 219 Ta
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5.11 Examples Using SI Units 221 5.
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Problems 223 3. R. C. Fenwick and T
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Problems 225 11.1 K/ft Figure 5.25
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6.2 Instantaneous Deflection 227 Ta
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6.2 Instantaneous Deflection 229 wh
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6.2 Instantaneous Deflection 231 (a
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6.3 Long-Time Deflection 233 Then c
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6.5 Deflection Due to Combinations
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6.6 Cracks in Flexural Members 243
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6.6 Cracks in Flexural Members 245
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6.7 ACI Code Requirements 247 have
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6.7 ACI Code Requirements 249 Check
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6.7 ACI Code Requirements 251 Choos
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References 253 2. Maximum crack wid
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CHAPTER7 DEVELOPMENT LENGTH OF REIN
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7.2 Development of Bond Stresses 25
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7.3 Development Length in Tension 2
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7.3 Development Length in Tension 2
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7.4 Development Length in Compressi
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7.5 Summary for Computation of I d
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7.6 Critical Sections in Flexural M
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7.6 Critical Sections in Flexural M
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7.7 Standard Hooks (ACI Code, Secti
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7.7 Standard Hooks (ACI Code, Secti
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7.8 Splices of Reinforcement 277 Fi
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7.8 Splices of Reinforcement 279 So
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7.9 Moment-Resistance Diagram (Bar
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7.9 Moment-Resistance Diagram (Bar
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Summary 285 Let A s = 0.018(10)(17)
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Problems 287 7. C. O. Orangum, J. O
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Problems 289 Figure 7.17 (33 kN/m).
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8.3 Strut-and-Tie Model 291 D B D D
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8.4 ACI Design Procedure to Build a
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8.5 Strut-and-Tie Method According
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8.6 Deep Members 303 This equation
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8.6 Deep Members 305 that cause cra
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8.6 Deep Members 307 P u = 768 K D
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8.6 Deep Members 309 Strut Nodal zo
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8.6 Deep Members 311 V u = 160 K CL
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8.6 Deep Members 313 Centroid of st
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8.6 Deep Members 315 2. Check if be
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8.6 Deep Members 317 9. Check ancho
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8.6 Deep Members 319 Pu = 766 K 6.0
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References 321 No. 9 bar @3.5" c/c
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Problems 323 11.3’ 11.3’ W LL W
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9.1 Types of Slabs 325 (a) (b) (c)
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9.2 Design of One-Way Solid Slabs 3
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9.6 Distribution of Loads from One-
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9.7 One-Way Joist Floor System 335
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9.7 One-Way Joist Floor System 337
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References 339 One-way ribbed slab
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Problems 341 9.6 Repeat Problem 9.4
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10.2 Types of Columns 343 Figure 10
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10.4 ACI Code Limitations 345 (a) (
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10.5 Spiral Reinforcement 347 Table
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10.8 Long Columns 349 reinforced co
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10.8 Long Columns 351 3. Design of
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References 353 Section 10.5 Minimum
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Problems 355 Number f ′ c (ksi) P
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11.1 Introduction 357 B C H A A D V
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11.3 Load-Moment Interaction Diagra
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11.4 Safety Provisions 361 11.4 SAF
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11.5 Balanced Condition: Rectangula
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11.6 Column Sections under Eccentri
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11.7 Strength of Columns for Tensio
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11.7 Strength of Columns for Tensio
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11.8 Strength of Columns for Compre
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11.10 Rectangular Columns with Side
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11.10 Rectangular Columns with Side
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11.11 Load Capacity of Circular Col
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11.12 Analysis and Design of Column
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11.12 Analysis and Design of Column
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11.13 Design of Columns under Eccen
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11.14 Biaxial Bending 397 5 no. 10
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11.15 Circular Columns with Uniform
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11.15 Circular Columns with Uniform
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11.17 Parme Load Contour Method 403
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11.18 Equation of Failure Surface 4
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11.19 SI Example 411 3. Compute the
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Summary 413 SUMMARY Sections 11.1-1
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Problems 415 REFERENCES 1. B. Brest
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Problems 417 16 no. 10 bars Figure
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Problems 419 11.12 Repeat Problem 1
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12.2 Effective Column Length (Kl u
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12.3 Effective Length Factor (K) 42
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12.4 Member Stiffness (EI) 425 Long
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12.5 Limitation of the Slenderness
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12.6 Moment-Magnifier Design Method
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Summary 439 3. The value of K can b
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Problems 441 7. R. Green and J. E.
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CHAPTER13 FOOTINGS Office building
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13.2 Types of Footings 445 Vertical
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13.2 Types of Footings 447 Figure 1
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13.4 Design Considerations 449 Figu
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13.4 Design Considerations 451 This
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13.4 Design Considerations 453 c Co
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13.5 Plain Concrete Footings 459 th
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13.5 Plain Concrete Footings 461 No
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13.5 Plain Concrete Footings 463 c
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13.5 Plain Concrete Footings 465 Th
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13.5 Plain Concrete Footings 467 8'
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13.5 Plain Concrete Footings 469 14
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13.5 Plain Concrete Footings 471 Fi
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13.6 Combined Footings 473 Figure 1
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13.6 Combined Footings 475 (Assumed
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13.6 Combined Footings 477 16″ ×
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13.8 Footings under Biaxial Moment
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13.8 Footings under Biaxial Moment
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13.10 Footings on Piles 483 13.9 SL
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Summary 485 V Required d = u (1000)
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Problems 487 Section 13.5 Plain con
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Problems 489 Table 13.3 Problem 13.
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14.2 Types of Retaining Walls 491 F
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14.4 Active and Passive Soil Pressu
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14.4 Active and Passive Soil Pressu
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14.5 Effect of Surcharge 497 The ac
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14.7 Stability Against Overturning
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14.9 Design Requirements 501 Figure
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14.10 Drainage 503 Example 14.1 The
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14.10 Drainage 505 c. The flexural
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14.10 Drainage 507 Figure 14.12 Exa
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14.10 Drainage 509 The total resist
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14.10 Drainage 511 concrete on the
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14.11 Basement Walls 513 Figure 14.
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14.11 Basement Walls 515 No. 4 @ 12
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Summary 517 Figure 14.17 Example 14
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Problems 519 Figure 14.18 Problem 1
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Problems 521 the coefficient of fri
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CHAPTER15 DESIGN FOR TORSION Apartm
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15.3 Torsional Stresses 525 Figure
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15.3 Torsional Stresses 527 Table 1
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15.6 Torsion Theories for Concrete
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15.8 Torsion in Reinforced Concrete
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15.9 Summary of ACI Code Procedures
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References 551 Equation U.S. Custom
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Problems 553 3 no. 9 Figure 15.17 P
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CHAPTER16 CONTINUOUS BEAMS AND FRAM
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16.2 Maximum Moments in Continuous
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16.2 Maximum Moments in Continuous
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16.3 Building Frames 561 2 no. 9 4
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16.4 Portal Frames 563 Figure 16.8
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16.6 Design of Frame Hinges 565 For
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16.6 Design of Frame Hinges 567 Fig
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16.6 Design of Frame Hinges 573 d.
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16.6 Design of Frame Hinges 575 Fro
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16.6 Design of Frame Hinges 577 iii
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16.7 Introduction to Limit Design 5
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16.8 The Collapse Mechanism 581 tra
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16.11 Limit Analysis 583 Example 16
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16.11 Limit Analysis 585 Figure 16.
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16.12 Rotation of Plastic Hinges 58
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16.13 Summary of Limit Design Proce
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16.13 Summary of Limit Design Proce
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16.14 Moment Redistribution of Maxi
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Summary 605 A B C D E F Typical sec
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Problems 607 Table 16.1 gives the d
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17.2 Types of Two-Way Slabs 611 Fig
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17.2 Types of Two-Way Slabs 613 Fig
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17.4 Design Concepts 615 Slabonbeam
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17.4 Design Concepts 617 Figure 17.
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17.5 Column and Middle Strips 619 T
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17.6 Minimum Slab Thickness to Cont
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17.6 Minimum Slab Thickness to Cont
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17.7 Shear Strength of Slabs 625 Fi
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17.7 Shear Strength of Slabs 627 Fi
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17.8 Analysis of Two-Way Slabs by t
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17.10 Transfer of Unbalanced Moment
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(a) Figure 17.33 (a) Planofthewaffl
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17.11 Waffle Slabs 675 Table 17.12
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17.11 Waffle Slabs 677 (a) (b) M 0
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17.11 Waffle Slabs 679 Table 17.13
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17.12 Equivalent Frame Method 681 b
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17.12 Equivalent Frame Method 683 t
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17.12 Equivalent Frame Method 685 T
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17.12 Equivalent Frame Method 687 F
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17.12 Equivalent Frame Method 689 F
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17.12 Equivalent Frame Method 691 T
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Problems 693 Section 17.12 1. In th
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Problems 695 17.5 (Flat slabs) Use
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18.1 Introduction 697 Figure 18.1 P
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18.2 Types of Stairs 699 Figure 18.
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18.2 Types of Stairs 707 Free-stand
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18.2 Types of Stairs 711 For a symm
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18.3 Examples 713 2. The width of s
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18.3 Examples 715 Let d = 7.9 − 0
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18.3 Examples 717 1 no. 3 / step No
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18.3 Examples 719 6. The transverse
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Summary 721 3. Calculate the reinfo
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19.1 Prestressed Concrete 725 Figur
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19.1 Prestressed Concrete 727 f ′
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19.1 Prestressed Concrete 729 Addin
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19.1 Prestressed Concrete 731 may b
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19.1 Prestressed Concrete 733 Figur
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19.2 Materials and Serviceability R
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19.3 Loss of Prestress 737 Table 19
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19.3 Loss of Prestress 739 and ( Fi
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19.3 Loss of Prestress 741 where P
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19.3 Loss of Prestress 743 2. Loss
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19.3 Loss of Prestress 745 4. Loss
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19.4 Analysis of Flexural Members 7
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19.5 Design of Flexural Members 757
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19.6 Cracking Moment 763 The maximu
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19.7 Deflection 765 called camber.
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19.8 Design for Shear 767 The cambe
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19.8 Design for Shear 769 Figure 19
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19.8 Design for Shear 771 3. The mi
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19.8 Design for Shear 773 Use d p =
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19.9 Preliminary Design of Prestres
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19.10 End-Block Stresses 777 The co
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19.10 End-Block Stresses 779 Figure
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Summary 781 Section 19.5 The nomina
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Problems 783 27. Y. Guyon. Prestres
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Problems 785 b. Locate the tendons
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20.2 Seismic Design Category 787 20
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20.2 Seismic Design Category 789 Ta
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20.2 Seismic Design Category 791 Fi
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20.2 Seismic Design Category 795 Ta
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20.2 Seismic Design Category 803 St
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20.3 Analysis Procedures 805 Table
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20.3 Analysis Procedures 807 The la
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20.3 Analysis Procedures 809 Step 5
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20.3 Analysis Procedures 811 Table
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20.3 Analysis Procedures 813 Exampl
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20.3 Analysis Procedures 815 254 6
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20.3 Analysis Procedures 817 9. Det
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20.5 Special Requirements in Design
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Problems 857 20.5 Design the transv
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21.2 Uniformly Loaded Circular Beam
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21.3 Semicircular Beam Fixed at End
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21.3 Semicircular Beam Fixed at End
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21.4 Fixed-End Semicircular Beam un
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21.4 Fixed-End Semicircular Beam un
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21.5 Circular Beam Subjected to Uni
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21.6 Circular Beam Subjected to a C
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21.6 Circular Beam Subjected to a C
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21.7 V-Shape Beams Subjected to Uni
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21.8 V-Shape Beams Subjected to a C
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21.8 V-Shape Beams Subjected to a C
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Summary 885 Figure 21.12 Example 21
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CHAPTER22 PRESTRESSED CONCRETE BRID
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22.2 Typical Cross Sections 889 22.
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22.3 Design Philosophy of AASHTO Sp
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22.4 Load Factors and Combinations
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22.4 Load Factors and Combinations
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22.5 Gravity Loads 897 Table 22.10
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22.5 Gravity Loads 899 Design tande
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22.6 Design for Flexural and Axial
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22.7 Design for Shear (AASHTO 5.8)
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22.8 Loss of Prestress (AASHTO 5.9.
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22.9 Deflections (AASHTO 5.7.3.6) 9
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CHAPTER23 REVIEW PROBLEMS ON CONCRE
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Review Problems on Concrete Buildin
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Design and Analysis Flowcharts 971
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Appendix A Design Tables (U.S. Cust
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1006 Appendix B Design Tables (SI U
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1014 Appendix C Structural Aids Tab
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1034 Index Beams (continued) stress
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1036 Index F Factored loads, 91 Fai
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1038 Index Seismic design (continue
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Structural Concrete - Hassoun

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