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CHAPTER14 RETAINING WALLS Apartment building, Miami, Florida. 14.1 INTRODUCTION Retaining walls are structural members used to provide stability for soil or other materials and to prevent them from assuming their natural slope. In this sense, the retaining wall maintains unequal levels of earth on its two faces. The retained material on the higher level exerts a force on the retaining wall that may cause its overturning or failure. Retaining walls are used in bridges as abutments, in buildings as basement walls, and in embankments. They are also used to retain liquids, as in water tanks and sewage treatment tanks. 14.2 TYPES OF RETAINING WALLS Retaining walls may be classified as follows (refer to Fig. 14.1): 490 1. Gravity walls usually consist of plain concrete or masonry and depend entirely on their own weight to provide stability against the thrust of the retained material. These walls are proportioned so that tensile stresses do not develop in the concrete or masonry due to the exerted forces on the wall. The practical height of a gravity wall does not exceed 10 ft. 2. Semigravity walls are gravity walls that have a wider base to improve the stability of the wall and to prevent the development of tensile stresses in the base. Light reinforcement is sometimes used in the base or stem to reduce the large section of the wall. 3. The cantilever retaining wall is a reinforced concrete wall that is generally used for heights from 8 to 20 ft. It is the most common type of retaining structure because of economy and simplicity of construction. Various types of cantilever retaining walls are shown in Fig. 14.1. 4. Counterfort retaining walls higher than 20 ft develop a relatively large bending moment at the base of the stem, which makes the design of such walls uneconomical. One solution in this case is to introduce transverse walls (or counterforts) that tie the stem and the base together at intervals. The counterforts act as tension ties supporting the vertical walls. Economy is
14.2 Types of Retaining Walls 491 Figure 14.1 Types of retaining walls. achieved because the stem is designed as a continuous slab spanning horizontally between counterforts, whereas the heel is designed as a slab supported on three sides (Fig. 14.1h). 5. The buttressed retaining wall is similar to the counterfort wall, but in this case the transverse walls are located on the opposite, visible side of the stem and act in compression (Fig. 14.1i). The design of such walls becomes economical for heights greater than 20 ft. They are not popular because of the exposed buttresses. 6. Bridge abutments are retaining walls that are supported at the top by the bridge deck. The wall may be assumed fixed at the base and simply supported at the top. 7. Basement walls resist earth pressure from one side of the wall and span vertically from the basement-floor slab to the first-floor slab. The wall may be assumed fixed at the base and simply supported or partially restrained at the top.
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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
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2.6 Shear Strength 21 The splitting
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2.8 Poisson’s Ratio 23 For practi
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2.12 Creep 25 3. Type, Amount, and
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2.13 Models for Predicting Shrinkag
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2.14 Unit Weight of Concrete 69 Det
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2.17 Lightweight Concrete 71 Castin
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2.19 Steel Reinforcement 73 have pr
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2.19 Steel Reinforcement 75 Table 2
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2.19 Steel Reinforcement 77 Table 2
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References 79 Section 2.14 The unit
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Problems 81 2.10 Determine the modu
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CHAPTER3 FLEXURAL ANALYSIS OF REINF
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3.3 Behavior of Simply Supported Re
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3.3 Behavior of Simply Supported Re
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3.4 Types of Flexural Failure and S
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3.5 Load Factors 91 h c b d d t A s
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3.6 Strength Reduction Factor φ 93
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3.8 Equivalent Compressive Stress D
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3.8 Equivalent Compressive Stress D
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3.9 Singly Reinforced Rectangular S
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3.11 Adequacy of Sections 109 accom
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3.11 Adequacy of Sections 111 2. Ch
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3.12 Bundled Bars 113 2. Check ρ m
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3.13 Sections in the Transition Reg
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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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Page 467 and 468: Summary 439 3. The value of K can b
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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
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Page 487 and 488: 13.5 Plain Concrete Footings 459 th
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Page 503 and 504: 13.6 Combined Footings 475 (Assumed
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Page 507 and 508: 13.8 Footings under Biaxial Moment
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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: Problems 489 Table 13.3 Problem 13.
Page 521 and 522: 14.4 Active and Passive Soil Pressu
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Page 525 and 526: 14.5 Effect of Surcharge 497 The ac
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Page 535 and 536: 14.10 Drainage 507 Figure 14.12 Exa
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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 563 and 564: 15.8 Torsion in Reinforced 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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Problems 609 Figure 16.36 Problem 1
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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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Problems 723 Figure 18.23 Problem 1
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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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