439.6R-19: Guide for the Use of ASTM A1035/A1035M Type CS Grade 100 (690) Steel Bars for Structural Concrete

439.6R-19: Guide for the Use of ASTM A1035/A1035M Type CS Grade 100 (690) Steel Bars for Structural Concrete

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Description

This guide provides recommendations on design provisions for the use of ASTM A1035/ASTM A1035M Type CS Grade 100 (690) deformed steel bars for reinforced concrete members. The recommendations address only those requirements of ACI 318-14 that limit efficient use of such steel bars. Other code requirements are not affected. Any other ACI 318 versions will be explicitly specified.

Although there are limiting ACI 318 requirements, ACI 318-14 Section 1.10 would allow the use of high-strength reinforcement. “Sponsors...shall have the right to present the data on which their design is based to the building official or to a board of examiners appointed by the building official.”

The International Building Code (IBC 2012) would allow the same under Section 104.11, “Alternative materials, design and methods of construction and equipment”. To approve an alternative material under this section, a building department would typically require an ICC Evaluation Service (ICC-ES) Evaluation Report, which would be based on an ICC-ES Acceptance Criteria (AC) document. An AC document (ICC-ES AC429) and an Evaluation Report (ICC-ES ESR-2107) exist, permitting the use of ASTM A1035/A1035M Grade 100 reinforcement.

This guide includes a discussion of the material characteristics of Grade 100 (690) ASTM A1035/A1035M (CS) deformed steel bars and recommends design criteria for beams, columns, slab, systems, walls, and footings for Seismic Design Category (SDC) A, B, or C, and for structural components not designated as part of the seismic-force-resisting system for SDC D, E, or F.

A structure assigned to SDC A, B, or C is required to be designed for all applicable gravity and environmental loads. In the case of SDC A structures, seismic forces are notional structural integrity forces. This guide addresses all design required for SDC A, B, and C structures.

Because the modulus of elasticity for ASTM A1035/A1035M (CS) is similar to that of carbon steel (ASTM A615/A615M) using higher specified minimum yield strength fy may result in higher steel stress at service load condition and potentially cause wider cracks and larger deflections, which may be objectionable if aesthetics and water-tightness are critical design requirements. Higher deflection can also contribute to serviceability issues. Also, with higher fy, the required development length will be longer.

Keywords: bar; design; guide; high-strength steel; structural.

 

Document Details

Author: ACI Committee 439

Pages: 100.00

ISBN: 9781641950534

Categories: Reinforcement

Formats: PDF

Table of Contents

Contents

CHAPTER 1—INTRODUCTION

1.1—Objective

1.2—Scope

1.3—Historical perspective and background

1.4—Reinforcing steel grades availability

1.5—Introduction of ASTM A1035/A1035M Type CS Grade 100

CHAPTER 2—NOTATION AND DEFINITIONS

2.1—Notation

2.2—Definitions

CHAPTER 3—MATERIAL PROPERTIES

3.1—Introduction

3.2—Weights, dimensions, and deformations

3.3—Specified tensile properties

3.4—Measured tensile properties

3.5—Actual compressive properties

3.6—Chemical composition

CHAPTER 4—BEAMS

4.1—Introduction

4.2—Flexural strength

4.3—Tension- and compression-controlled limits

4.4—Strength reduction factor ϕ

4.5—Stress in steel due to flexure

4.6—Compression stress limit

4.7—Moment redistribution

4.8—Deflection

4.9—Crack control

4.10—Minimum reinforcement

4.11—Strength design for shear

CHAPTER 5—COLUMNS

5.1—Introduction

5.2—Specified minimum yield strength for longitudinal reinforcement

5.3—Specified minimum yield strength for transverse reinforcement

5.4—Slenderness effect

CHAPTER 6—SLAB SYSTEMS

6.1—One-way slabs

6.2—Shear design of one-way slabs

6.3—Two-way slabs

CHAPTER 7—WALLS

7.1—Introduction

7.2—Vertical reinforcement

7.3—Horizontal reinforcement

7.4—Shear reinforcement

7.5—Minimum reinforcement

CHAPTER 8—FOOTINGS AND PILE CAPS

8.1—Design

CHAPTER 9—MAT FOUNDATIONS

9.1—Design

CHAPTER 10—OTHER DESIGN CONSIDERATIONS

10.1—Seismic design limitations

10.2—Development and lap splice length

10.3—Mechanically spliced bars and headed bars

10.4—Bending and welding of bars

10.5—Use of ASTM A1035/A1035M (CS) bars with ASTM A615/A615M bars

CHAPTER 11—SUMMARY

CHAPTER 12—REFERENCES

Authored documents

APPENDIX A—DESIGN EXAMPLES

A.1—Introduction

A.2—Design examples

APPENDIX B—FLEXURAL ANALYSIS USING NONLINEAR STRESS-STRAIN CURVE OF ASTM A1035/A1035M (CS) GRADE 100 (690) REINFORCEMENT

B.1—Introduction

B.2—Design assumptions

B.3—Spreadsheet implementation

B.4—Design examples

APPENDIX C—FLEXURAL BEHAVIOR OF BEAMS REINFORCED WITH ASTM A1035/A1035M BARS

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