An ACI Handbook The Reinforced Concrete Design Handbook PDF

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An ACI Handbook The Reinforced Concrete Design Handbook A Companion to ACI 318-14 Volume 3: Design Aids SP-17(14) ACI SP-17(14) THE REINFORCED CONCRETE DESIGN HANDBOOK A Companion to ACI 318-14 VOLUME 1 VOLUME 2 BUILDING EXAMPLE RETAINING WALLS STRUCTURAL SYSTEMS SERVICEABILITY STRUCTURAL ANALYSIS S...

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An ACI Handbook

The Reinforced Concrete Design Handbook A Companion to ACI 318-14

Volume 3: Design Aids SP-17(14)

ACI SP-17(14)

THE REINFORCED CONCRETE DESIGN HANDBOOK A Companion to ACI 318-14

VOLUME 2

VOLUME 1 BUILDING EXAMPLE

RETAINING WALLS

STRUCTURAL SYSTEMS

SERVICEABILITY

STRUCTURAL ANALYSIS

STRUT-AND-TIE MODEL

DURABILITY

ANCHORING TO CONCRETE

ONE-WAY SLABS TWO-WAY SLABS BEAMS DIAPHRAGMS COLUMNS STRUCTURAL REINFORCED CONCRETE WALLS FOUNDATIONS

ACI SP-17(14) Volume 3

THE REINFORCED CONCRETE DESIGN HANDBOOK A Companion to ACI 318-14

Editors: Andrew Taylor Trey Hamilton III Antonio Nanni

First Printing September 2015

THE REINFORCED CONCRETE DESIGN HANDBOOK Volume 3 ~ Ninth Edition Copyright by the American Concrete Institute, Farmington Hills, MI. All rights reserved. This material may not be reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage media, without the written consent of ACI. The technical committees responsible for ACI committee reports and standards strive to avoid ambiguities, omissions, and errors in these documents. In spite of these efforts, the users of ACI documents occasionally find information or requirements that may be subject to more than one interpretation or may be incomplete or incorrect. Users who have suggestions for the improvement of ACI documents are requested to contact ACI via the errata website at http://concrete.org/Publications/DocumentErrata.aspx. Proper use of this document includes periodically checking for errata for the most up-to-date revisions. ACI committee documents are intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for the application of the material it contains. Individuals who use this publication in any way assume all risk and accept total responsibility for the application and use of this information. All information in this publication is provided “as is” without warranty of any kind, either express or implied, including but not limited to, the implied warranties of merchantability, fitness for a particular purpose or noninfringement. ACI and its members disclaim liability for damages of any kind, including any special, indirect, incidental, or consequential damages, including without limitation, lost revenues or lost profits, which may result from the use of this publication. It is the responsibility of the user of this document to establish health and safety practices appropriate to the specific circumstances involved with its use. ACI does not make any representations with regard to health and safety issues and the use of this document. The user must determine the applicability of all regulatory limitations before applying the document and must comply with all applicable laws and regulations, including but not limited to, United States Occupational Safety and Health Administration (OSHA) health and safety standards. Participation by governmental representatives in the work of the American Concrete Institute and in the development of Institute standards does not constitute governmental endorsement of ACI or the standards that it develops. Order information: ACI documents are available in print, by download, on CD-ROM, through electronic subscription, or reprint and may be obtained by contacting ACI. Most ACI standards and committee reports are gathered together in the annually revised ACI Manual of Concrete Practice (MCP). American Concrete Institute 38800 Country Club Drive Farmington Hills, MI 48331 USA +1.248.848.3700 Managing Editor: Khaled Nahlawi Staff Engineers: Daniel W. Falconer, Matthew R. Senecal, Gregory M. Zeisler, and Jerzy Z. Zemajtis Technical Editors: Shannon B. Banchero, Emily H. Bush, and Cherrie L. Fergusson Manager, Publishing Services: Barry Bergin Lead Production Editor: Carl Bischof Production Editors: Kelli Slayden, Kaitlyn Hinman, Tiesha Elam Graphic Designers: Ryan Jay, Aimee Kahaian Manufacturing: Marie Fuller www.concrete.org

VOLUME 3: CONTENTS APPENDIX A—REFERENCE TABLES

1

APPENDIX B—ANALYSIS TABLES

11

APPENDIX C—SECTIONAL PROPERTIES

25

APPENDIX D––COLUMN INTERACTION DIAGRAMS

27

REINFORCED CONCRETE DESIGN HANDBOOK IN ACCORDANCE WITH ACI 318-14—SP-17(14)

1

APPENDIX A—REFERENCE TABLES

Table A-1—Nominal cross section area, weight, and nominal diameter of ASTM standard reinforcing bars Bar size designation

Nominal cross section area, in.2

Weight, lb/ft

Nominal diameter, in.

No. 3

0.11

0.376

0.375

1.18

No. 4

0.20

0.668

0.500

1.57

Nominal perimeter, in.

No. 5

0.31

1.043

0.625

1.96

No. 6

0.44

1.502

0.750

2.36

No. 7

0.60

2.044

0.875

2.75

No. 8

0.79

2.670

1.000

3.14

No. 9

1.00

3.400

1.128

3.54

No. 10

1.27

4.303

1.270

3.99

No. 11

1.56

5.313

1.410

4.43

No. 14

2.25

7.650

1.693

5.32

No. 18

4.00

13.600

2.257

7.09

Note: The nominal dimensions of a deformed bar are equivalent to those of a plain bar having the same mass per foot as the deformed bars.

Table A-2—Area of bars in a section 1 ft wide Bar size

Spacing, in.

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

Spacing, in.

4.0

0.33

0.60

0.93

1.32

1.80

2.37

3.00

3.81

4.5

0.29

0.53

0.83

1.17

1.60

2.11

2.67

3.39

4.68

—

—

4.0

4.16

6.00

—

5.0

0.26

0.48

0.74

1.06

1.44

1.90

2.40

4.5

3.05

3.74

5.40

9.60

5.0

5.5

0.24

0.44

0.68

0.96

1.31

1.72

6.0

0.22

0.40

0.62

0.88

1.20

1.58

2.18

2.77

3.40

4.91

8.73

5.5

2.00

2.54

3.12

4.50

8.00

6.5

0.20

0.37

0.57

0.81

1.11

6.0

1.46

1.85

2.34

2.88

4.15

7.38

7.0

0.19

0.34

0.53

0.75

6.5

1.03

1.35

1.71

2.18

2.67

3.86

6.86

7.5

0.18

0.32

0.50

7.0

0.70

0.96

1.26

1.60

2.03

2.50

3.60

6.40

8.0

0.17

0.30

7.5

0.47

0.66

0.90

1.19

1.50

1.91

2.34

3.38

6.00

8.5

0.16

8.0

0.28

0.44

0.62

0.85

1.12

1.41

1.79

2.20

3.18

5.65

9.0

8.5

0.15

0.27

0.41

0.59

0.80

1.05

1.33

1.69

2.08

3.00

5.33

9.0

9.5

0.14

0.25

0.39

0.56

0.76

1.00

1.26

1.60

1.97

2.84

5.05

9.5

10.0

0.13

0.24

0.37

0.53

0.72

0.95

1.20

1.52

1.87

2.70

4.80

10.0

10.5

0.13

0.23

0.35

0.50

0.69

0.90

1.14

1.45

1.78

2.57

4.57

10.5

11.0

0.12

0.22

0.34

0.48

0.65

0.86

1.09

1.39

1.70

2.45

4.36

11.0

11.5

0.11

0.21

0.32

0.46

0.63

0.82

1.04

1.33

1.63

2.35

4.17

11.5

12.0

0.11

0.20

0.31

0.44

0.60

0.79

1.00

1.27

1.56

2.25

4.00

12.0

13.0

0.10

0.18

0.29

0.41

0.55

0.73

0.92

1.17

1.44

2.08

3.69

13.0

14.0

0.09

0.17

0.27

0.38

0.51

0.68

0.86

1.09

1.34

1.93

3.43

14.0

15.0

0.09

0.16

0.25

0.35

0.48

0.63

0.80

1.02

1.25

1.80

3.20

15.0

16.0

0.08

0.15

0.23

0.33

0.45

0.59

0.75

0.95

1.17

1.69

3.00

16.0

17.0

0.08

0.14

0.22

0.31

0.42

0.56

0.71

0.90

1.10

1.59

2.82

17.0

18.0

0.07

0.13

0.21

0.29

0.40

0.53

0.67

0.85

1.04

1.50

2.67

18.0

Example: #9 bar spaced 7-1/2 in. apart provides 1.60 in.2/ft of section width.

American Concrete Institute Copyrighted Material—www.concrete.org

REF. TABLES

Cross section area of bar As (or As′ ), in.2

2

REINFORCED CONCRETE DESIGN HANDBOOK IN ACCORDANCE WITH ACI 318-14—SP-17(14)

Table A-3—Minimum beam web widths required for two or more bars in one layer for cast-in-place nonprestressed concrete Reference: ACI 318-11, Sections 7.2.2, 7.6.1, 7.7.1(c), and AASHTO Standard Specifications for Highway Bridges (17th edition, 2002) Division I, Sections 8.17.3.1, 8.21.1, 8.22.1, 8.23.2.2, and Table 8.23.2.1. For use of this Design Aid, see Flexure Example 1. Minimum beam width = 2(A + B + C) + (n – 1)(D + db) where A + B + C - 1/2 db ≥ 2.0 in. cover required for longitudinal bars and these assumptions are made: for ACI 318 B = 0.375 in. for #3 stirrups = 0.500 in. for #4 stirrups D = 1 db ≥ 1 in. ≥ 1-1/3 nominal aggregate size

For both ACI and AASHTO

For AASHTO

A = 1-1/2 in. concrete cover to stirrup B = 0.635 in. for #5 stirrups = 0.750 in. for #6 stirrups

B = 0.375 in. for #3 stirrups (minimum stirrup size for #10 and smaller longitudinal bars) = 0.500 in. for #4 stirrups (minimum stirrup size for #11 and larger longitudinal bars)

C = stirrup bend radius of 2 stirrup bar diameter for #5 and smaller stirrups = stirrup bend radius of 3 stirrup bar diameters for #6 stirrups ≥ 1/2db of longitudinal bars

D = 1-1/2db ≥ 1-1/2 in. ≥ 1-1/2 nominal aggregate size

REF. TABLES

ACI 318-11 3/4-in. aggregate interior exposure #3 stirrups

ACI 318-11 1-in. aggregate interior exposure #3 stirrups

AASHTO requirements cast-in-place concrete 1-in. aggregate exposed to earth or weather

Bar size

Minimum web width for 2 bars, in.

Increment for each added bar, in.

Minimum web width for 2 bars, in.

Increment for each added bar, in.

Minimum web width for 2 bars, in.

Increment for each added bar, in.

#4

6 3/4

1 1/2

7 1/8

1 7/8

7.25

#5

6 7/8

1 5/8

7 1/4

2

7.37

2.000 2.125

#6

7

1 3/4

7 3/8

2 1/8

7.50

2.250

#7

7 1/8

1 7/8

7 1/2

2 1/4

7.62

2.375

#8

7 1/4

2

7 5/8

2 3/8

7.75

2.500

#9

7 1/2

2 1/4

7 3/4

2 1/2

8.32

2.820

#10

7 7/8

2 1/2

7 7/8

2 5/8

8.68

3.175

#11

8 1/8

2 7/8

8 1/8

2 7/8

9.52

3.525

#14

8 7/8

3 3/8

8 7/8

3 3/8

10.23

4.232

#18

10 1/2

4 1/2

10 1/2

4 1/2

11.90

5.642

Notes 2. ACI cover requirements: For exterior 5. Example: Find the minimum web width for a 1. Stirrups: For stirrups larger than those used exposure with use of #6 or larger stirrups, add 1 in. beam reinforced with two #8 bars; a beam for table above, increase web width by the follow- to web width. reinforced with three #8 bars; a beam reinforced ing amounts (in.): 3. AASHTO cover requirements: For interior with three #9 and two #6 bars. exposure, 1/2 in. may be deducted from beam 2 #8 3 #8 3 #9 + 2 #6 Main widths. reinforcement #4 #5 #6 ACI (3/4 in. aggregate) 7 1/4 9 1/4 13 1/4 4. Bars of different sizes: For beams with bars Source size stirrup stirrup stirrup ACI (1 in. aggregate) 7 5/8 10 14 1/2 #4 through #11 3/4 1 1/2 2 1/4 of two or more sizes, determine from table the beam ACI AASHTO 7.75 10.25 15.64 web width required for the given number of largest #14 1/2 1 1/4 2 requirements size bars; then add the indicated increments for each #18 1/4 3/4 1 1/2 smaller bar. #4 through #10 AASHTO #11 through #14 requirements #18

0.75

1.50

2.25

—

0.75

1.50

—

0.49

1.24

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REINFORCED CONCRETE DESIGN HANDBOOK IN ACCORDANCE WITH ACI 318-14—SP-17(14)

3

Table A-4—Minimum beam web widths for various bar combinations (interior exposure) Reference: ACI 318-11 Sections 7.2.2, 7.6.1, and 7.7.1(c)

Columns at left headed 1-5 and 6-10 bars are for minimum web width bw of beam having bars of one size only. Remaining columns are for combinations of 1 to 5 bars of each of two sizes. Calculated values of beam web width bw rounded upward to nearest half inch. Where bars of two sizes are used, larger bar(s) assumed to be placed along outside face(s) of beam. Aggregate size assumed ≤ 3/4 in.

No. of Bar 1 to 5 6 to 10 bars size bars bars A = clear cover of 1-1/2 in. 1 5.5 12.5 B = 3/4 in. diameter of #3 stirrups ACI min. bw, in. 2 7.0 13.5 C = for #11 and smaller bars: twice diameter Size 3 8.0 15.0 #3 of #3 stirrups; for #14 and #18 bars: 1/2 of diameter of bar 4 9.5 16.5 smaller No. of smaller bars D = 1/2 diameter of larger bar 5 11.0 18.0 1 2 3 4 5 bars E = 1/2 spacing for larger bar plus 1/2 spacing for smaller bar (spacing is db for #9 1 5.5 13.0 7.0 8.5 9.5 11.0 12.5 and larger bars, 1 in. for #8 and smaller ACI min. bw, in. 2 7.0 14.5 8.5 9.5 11.0 12.5 14.0 bars) Size 3 8.5 16.0 10.0 11.0 12.5 14.0 15.5 #4 #3 of 4 10.0 17.5 11.5 12.5 14.0 15.5 17.0 smaller No. of smaller bars 5 11.5 19.0 13.0 14.0 15.5 17.0 18.5 1 2 3 4 5 bars 1 5.5 13.5 7.0 8.5 10.0 11.5 13.0 7.0 8.5 9.5 11.0 12.5 ACI min. bw, in. 2 7.0 15.0 8.5 10.0 11.5 13.0 14.5 8.5 10.0 11.0 12.5 14.0 Size 3 8.5 17.0 10.0 11.5 13.0 14.5 16.0 10.0 11.5 13.0 14.0 15.5 #5 #4 #3 of 4 10.5 18.5 12.0 13.5 15.0 16.5 18.0 11.5 13.0 14.5 16.0 17.0 smaller No. of smaller bars 5 12.0 20.0 13.5 15.0 16.5 18.0 19.5 13.5 14.5 16.5 17.5 19.0 1 2 3 4 5 bars 1 5.5 14.0 7.0 9.0 10.5 12.0 13.5 7.0 8.5 10.0 11.5 13.0 7.0 8.5 10.0 11.0 12.5 2 7.0 16.0 9.0 10.5 12.0 13.5 15.5 8.5 10.0 11.5 13.0 14.5 8.5 10.0 11.5 12.5 14.0 #6 #5 #4 #3 3 9.0 17.5 10.5 12.0 14.0 15.5 17.0 10.5 12.0 13.5 15.0 16.5 10.5 11.5 13.0 14.5 16.0 4 10.5 19.5 12.5 14.0 15.5 17.0 19.0 12.0 13.5 15.0 16.5 18.0 12.0 13.5 15.0 16.0 17.5 5 12.5 21.0 14.0 15.5 17.5 19.0 20.5 14.0 15.5 17.0 18.5 20.0 14.0 15.0 16.5 18.0 19.5 1 5.5 15.0 7.5 9.0 11.0 12.5 14.5 7.0 9.0 10.5 12.0 13.5 7.0 8.5 10.0 11.5 13.0 2 7.5 16.5 9.0 11.0 12.5 14.5 16.0 9.0 10.5 12.0 14.0 15.5 9.0 10.5 12.0 13.5 15.0 3 #7 9.0 18.5 #6 11.0 12.5 14.5 16.0 18.0 #5 11.0 12.5 14.0 15.5 17.5 #4 10.5 12.0 13.5 15.0 16.5 4 11.0 20.5 13.0 14.5 16.5 18.0 20.0 12.5 14.5 16.0 17.5 19.0 12.5 14.0 15.5 17.0 18.5 5 13.0 22.5 14.5 16.5 18.0 20.0 21.5 14.5 16.0 18.0 19.5 21.0 14.5 16.0 17.5 19.0 20.5 1 5.5 15.5 7.5 9.5 11.0 13.0 15.0 7.5 9.0 11.0 12.5 14.5 7.5 9.0 10.5 12.0 14.0 2 7.5 17.5 9.5 11.0 13.0 15.0 17.0 9.0 11.0 12.5 14.5 16.0 9.0 10.5 12.5 14.0 15.5 3 #8 9.5 19.5 #7 11.5 13.0 15.0 17.0 19.0 #6 11.0 13.0 14.5 16.5 18.0 #5 11.0 12.5 14.5 16.0 17.5 4 11.5 21.5 13.5 15.0 17.0 19.0 21.0 13.0 15.0 16.5 18.5 20.0 13.0 14.5 16.5 18.0 19.5 5 13.5 23.5 15.5 17.0 19.0 21.0 23.0 15.0 17.0 18.5 20.5 22.0 15.0 16.5 18.5 20.0 21.5 1 5.5 17.0 7.5 9.5 11.5 13.5 15.5 7.5 9.5 11.5 13.0 15.0 7.5 9.0 11.0 12.5 14.5 2 8.0 19.0 10.0 12.0 14.0 16.0 18.0 9.5 11.5 13.5 15.5 17.0 9.0 11.5 13.0 15.0 16.5 #9 #8 #7 #6 3 10.0 21.5 12.0 14.0 16.0 18.0 20.0 12.0 14.0 15.5 17.5 19.5 12.0 13.5 15.5 17.0 19.0 4 12.5 23.5 14.5 16.5 18.5 20.5 22.5 14.0 16.0 18.0 20.0 21.5 14.0 16.0 17.5 19.5 21.0 5 14.5 26.0 16.5 18.5 20.5 22.5 24.5 16.5 18.5 20.0 22.0 24.0 16.5 18.0 20.0 21.5 23.5 1 5.5 18.0 8.0 10.0 12.5 14.5 17.0 8.0 10.0 12.0 14.0 16.0 7.5 9.5 11.5 13.5 15.0 2 8.0 20.5 10.5 12.5 15.0 17.0 19.5 10.0 12.0 14.0 16.0 18.0 10.0 12.0 13.5 15.5 17.5 3 10.5 23.5 13.0 15.0 17.5 19.5 22.0 12.5 14.5 16.5 18.5 20.5 12.5 14.5 16.0 18.0 20.0 #10 #9 #8 #7 4 13.0 26.0 15.5 17.5 20.0 22.0 24.5 15.0 17...