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.<\/p>\n
| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 3<\/td>\n | TITLE PAGE <\/td>\n<\/tr>\n | ||||||
| 5<\/td>\n | CHAPTER 1\u2014INTRODUCTION 1.1\u2014Objective 1.2\u2014Scope 1.3\u2014Historical perspective and background <\/td>\n<\/tr>\n | ||||||
| 6<\/td>\n | 1.4\u2014Reinforcing steel grades availability 1.5\u2014Introduction of ASTM A1035\/A1035M Type CS Grade 100 CHAPTER 2\u2014NOTATION AND DEFINITIONS 2.1\u2014Notation <\/td>\n<\/tr>\n | ||||||
| 7<\/td>\n | 2.2\u2014Definitions <\/td>\n<\/tr>\n | ||||||
| 8<\/td>\n | CHAPTER 3\u2014MATERIAL PROPERTIES 3.1\u2014Introduction 3.2\u2014Weights, dimensions, and deformations 3.3\u2014Specified tensile properties <\/td>\n<\/tr>\n | ||||||
| 9<\/td>\n | 3.4\u2014Measured tensile properties <\/td>\n<\/tr>\n | ||||||
| 11<\/td>\n | 3.5\u2014Actual compressive properties 3.6\u2014Chemical composition CHAPTER 4\u2014BEAMS 4.1\u2014Introduction 4.2\u2014Flexural strength <\/td>\n<\/tr>\n | ||||||
| 12<\/td>\n | 4.3\u2014Tension- and compression-controlled limits <\/td>\n<\/tr>\n | ||||||
| 13<\/td>\n | 4.4\u2014Strength reduction factor \u03d5 4.5\u2014Stress in steel due to flexure <\/td>\n<\/tr>\n | ||||||
| 14<\/td>\n | 4.6\u2014Compression stress limit 4.7\u2014Moment redistribution 4.8\u2014Deflection <\/td>\n<\/tr>\n | ||||||
| 15<\/td>\n | 4.9\u2014Crack control <\/td>\n<\/tr>\n | ||||||
| 16<\/td>\n | 4.10\u2014Minimum reinforcement <\/td>\n<\/tr>\n | ||||||
| 17<\/td>\n | 4.11\u2014Strength design for shear CHAPTER 5\u2014COLUMNS 5.1\u2014Introduction 5.2\u2014Specified minimum yield strength for longitudinal reinforcement 5.3\u2014Specified minimum yield strength for transverse reinforcement <\/td>\n<\/tr>\n | ||||||
| 18<\/td>\n | 5.4\u2014Slenderness effect CHAPTER 6\u2014SLAB SYSTEMS 6.1\u2014One-way slabs 6.2\u2014Shear design of one-way slabs 6.3\u2014Two-way slabs <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | CHAPTER 7\u2014WALLS 7.1\u2014Introduction 7.2\u2014Vertical reinforcement 7.3\u2014Horizontal reinforcement 7.4\u2014Shear reinforcement 7.5\u2014Minimum reinforcement CHAPTER 8\u2014FOOTINGS AND PILE CAPS 8.1\u2014Design CHAPTER 9\u2014MAT FOUNDATIONS 9.1\u2014Design CHAPTER 10\u2014OTHER DESIGN CONSIDERATIONS 10.1\u2014Seismic design limitations <\/td>\n<\/tr>\n | ||||||
| 20<\/td>\n | 10.2\u2014Development and lap splice length <\/td>\n<\/tr>\n | ||||||
| 21<\/td>\n | 10.3\u2014Mechanically spliced bars and headed bars 10.4\u2014Bending and welding of bars <\/td>\n<\/tr>\n | ||||||
| 22<\/td>\n | 10.5\u2014Use of ASTM A1035\/A1035M (CS) bars with ASTM A615\/A615M bars CHAPTER 11\u2014SUMMARY <\/td>\n<\/tr>\n | ||||||
| 23<\/td>\n | CHAPTER 12\u2014REFERENCES Authored documents <\/td>\n<\/tr>\n | ||||||
| 26<\/td>\n | APPENDIX A\u2014DESIGN EXAMPLES A.1\u2014Introduction A.2\u2014Design examples <\/td>\n<\/tr>\n | ||||||
| 88<\/td>\n | APPENDIX B\u2014FLEXURAL ANALYSIS USING NONLINEAR STRESS-STRAIN CURVE OF ASTM A1035\/A1035M (CS) GRADE 100 (690) REINFORCEMENT B.1\u2014Introduction B.2\u2014Design assumptions B.3\u2014Spreadsheet implementation <\/td>\n<\/tr>\n | ||||||
| 90<\/td>\n | B.4\u2014Design examples <\/td>\n<\/tr>\n | ||||||
| 100<\/td>\n | APPENDIX C\u2014FLEXURAL BEHAVIOR OF BEAMS REINFORCED WITH ASTM A1035\/A1035M BARS <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" ACI PRC-439.6-19: Guide for the Use of ASTM A1035\/A1035M Type CS Grade 100 (690) Steel Bars for Structural Concrete<\/b><\/p>\n |