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ACI 352R 02 2002

ACI 352R 02 2002

$58.77

352R-02: Recommendations for Design of Beam-Column Connections in Monolithic Reinforced Concrete Structures(Reapp 2010)

Published By Publication Date Number of Pages
ACI 2002 42
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Recommendations are given for member proportions, confinement of the column core in the joint region, control of joint shear stress, ratio of column-to-beam flexural strength at the connection, development of reinforcing bars, and details of columns and beams framing into the joint. Normal type is used for recommendations. Commentary is provided in italics to amplify the recommendations an identify available reference material. The recommendations are based on laboratory testing and field studies and provide a state-of-the-art summary of current information. Areas needing research are identified. Design examples are presented to illustrate the use of the design recommendations. Keywords: anchorage; beam; beam-column; bond; columns; confined concrete; high-strength concrete; joints; reinforced concrete; reinforcement; reinforcing steel; shear strength; shear stress.

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PDF Pages PDF Title
3 CONTENTS
4 CHAPTER 1— INTRODUCTION, SCOPE, AND DEFINITIONS
1.1— Introduction
1.2—Scope
5 1.3—Definitions
CHAPTER 2— CLASSIFICATION OF BEAM- COLUMN CONNECTIONS
2.1— Loading conditions
2.1.1 Type 1
2.1.2 Type 2
2.2—Connection geometry
2.2.1
2.2.2
CHAPTER 3—DESIGN CONSIDERATIONS
3.1—Design forces and resistance
3.2—Critical sections
3.3—Member flexural strength
6 3.3.1
3.3.2
3.3.3
7 3.3.4
8 3.4—Serviceability
CHAPTER 4— NOMINAL STRENGTH AND DETAILING REQUIREMENTS
4.1— Column longitudinal reinforcement
4.2—Joint transverse reinforcement
4.2.1 Type 1 connections
4.2.1.1
4.2.1.2
4.2.1.3
4.2.1.4
9 4.2.1.5
10 4.2.2 Type 2 connections
4.2.2.1
4.2.2.2
4.2.2.3
4.2.2.4
4.2.2.5
11 4.2.2.6
4.2.2.7
4.2.2.8
4.3—Joint shear for Type 1 and Type 2 connections
4.3.1
14 4.3.2
15 4.4—Flexure
4.4.1
4.4.2
4.4.3
4.5—Development of reinforcement
4.5.1 Critical sections for development of longitudinal member reinforcement
4.5.2 Hooked bars terminating in the connection
4.5.2.1
16 4.5.2.2
4.5.2.3
4.5.2.4
4.5.2.5
17 4.5.3 Headed bars terminating in the connection
4.5.3.1
4.5.3.2
4.5.3.3
4.5.4 Straight bars terminating in Type 1 connections
4.5.5 Beam and column bars passing through the connection
18 4.6—Beam transverse reinforcement
4.6.1
4.6.2
19 CHAPTER 5— NOTATION
CHAPTER 6— REFERENCES
6.1— Referenced standards and reports
6.2—Cited references
22 APPENDIX A— AREAS NEEDING RESEARCH
A.1—Effect of eccentric beams on joints
A.2—Lightweight aggregate concrete in joints
A.3—Limit on joint shear
A.4—Behavior of indeterminate systems
23 A.5—Distribution of plastic hinges
A.6—Innovative joint designs
A.7—Special joint configurations and loadings
A.8—Joints in existing structures
APPENDIX B— DESIGN EXAMPLES
DESIGN EXAMPLE 1—INTERIOR TYPE 1 CONNECTION ( FIG. E1.1)
Transverse reinforcement (Section 4.2.1)
24 Shear
Anchorage
DESIGN EXAMPLE 2—EXTERIOR TYPE 1 CONNECTION ( FIG. E2.1)
Column longitudinal reinforcement ( Section 4.1)
Transverse reinforcement (Section 4.2.1)
Joint shear force (Section 4.3.1)
25 Joint shear (Fig. E2.4)
Joint shear strength (Section 4.3)
Hooked bar anchorage (Fig. E2.6) (Section 4.5.2)
MEMBER DEPTH CONSIDERATIONS FOR TYPE 2 CONNECTIONS
DESIGN EXAMPLE 3—INTERIOR TYPE 2 CONNECTION ( FIG. E3.1)
Column longitudinal reinforcement ( Section 4.1)
26 Transverse reinforcement (Section 4.2.2)
27 Joint shear (Section 4.3)
28 Flexural strength ratio (Section 4.4.5)
Beam and column bars passing through the joints ( Section 4.5.5) ( Fig. E3.7)
DESIGN EXAMPLE 4—CORNER TYPE 2 CONNECTION ( FIG. E4.1)
Column longitudinal reinforcement ( Section 4.1)
Transverse reinforcement (Section 4.2.2)
29 Joint shear (Section 4.3)
31 Flexural strength ratio (Section 4.4.2)
Hooked bars terminating in the connection ( Section 4.5.2)
Column bars passing through joint (Section 4.5.5)
DESIGN EXAMPLE 5—EXTERIOR TYPE 2 CONNECTION WITH A DISCONTINUOUS COLUMN AND WITHOUT TRANSVERSE BEAM ( FIG. E5.1)
Anticipated changes
Column longitudinal reinforcement (Section 4.1)
Horizontal transverse reinforcement (Section 4.2.2)
Joint shear (Section 4.3)
32 Flexural strength ratio (Section 4.4.2)
Headed bars terminating in the joint (Section 4.5.3)
Vertical transverse reinforcement (Sections 4.2.2.8 and 4.5.3.3)
33 DESIGN EXAMPLE 6—INTERIOR TYPE 2 WIDE- BEAM CONNECTION ( FIG. E6.1)
Column longitudinal reinforcement (Section 4.1)
Transverse reinforcement (Section 4.2.2)
Joint shear (Section 4.3)
35 Flexural strength ratio (Section 4.4.2)
Shear reinforcement in wide beam plastic hinge region ( Section 4.6.2)
Beam and column bars through the joint ( Section 4.5.5) ( Fig. E6.6)
Connection reinforcement
DESIGN EXAMPLE 7—EXTERIOR TYPE 2 WIDE- BEAM CONNECTION ( FIG. E7.1)
Column longitudinal reinforcement (Section 4.1)
Transverse reinforcement (Section 4.2.2
Design of spandrel beam for torsion (Section 3.3.3)
37 Joint shear (Section 4.3)
Flexural strength ratio (Section 4.4.2)
Shear reinforcement in wide-beam plastic hinge region ( Section 4.6.2)
38 Beam and column bars through the joint ( Section 4.5.5) ( Fig. E7.8)
DESIGN EXAMPLE 3 IN SI UNITS ( INTERIOR TYPE 2 CONNECTION) ( FIG. E8.1)
Column longitudinal reinforcement ( Section 4.1)
Transverse reinforcement (Section 4.2.2)
Joint shear (Section 4.3)
40 Flexural strength ratio (Section 4.4.5)
Beam and column bars passing through the joints ( Section 4.5.5) ( Fig. E8.7)

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ACI 352R 02 2002
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