This standard prescribes procedures for the seismic analysis and design of liquid-containing concrete structures. These procedures address the loading side of seismic design and are intended to complement ACI 350-06, Section 1.1.8 and Chapter 21. INTRODUCTION The following paragraphs highlight the development of this standard and its evolution to the present format: From the time it embarked on the task of developing an ACI 318-dependent code, ACI Committee 350 decided to expand on and supplement Chapter 21, \u201cSpecial Provisions for Seismic Design,\u201d to provide a set of thorough and comprehensive procedures for the seismic analysis and design of all types of liquid-containing environmental concrete structures. The committee\u2019s decision was influenced by the recognition that liquid-containing structures are unique structures whose seismic design is not adequately covered by the leading national codes and standards. A seismic design subcommittee was appointed with the charge to implement the committee\u2019s decision. The seismic subcommittee\u2019s work was guided by two main objectives: 1. To produce a self-contained set of procedures that would enable a practicing engineer to perform a full seismic analysis and design of a liquid-containing structure. This meant that these procedures should cover both aspects of seismic design: the \u201cloading side\u201d (namely the determination of the seismic loads based on the mapped maximum considered earthquake spectral response accelerations at short periods (Ss) and 1 second (S1) obtained from the Seismic Ground Motion maps [Fig. 22-1 through 22-14 of ASCE 7-05, Chapter 22] and the geometry of the structure); and the \u201cresistance side\u201d (the detailed design of the structure in accordance with the provisions of ACI 350, so as to resist those loads safely); and 2. To establish the scope of the new procedures consistent with the overall scope of ACI 350. This required the inclusion of all types of tanks\u2014rectangular, as well as circular; and reinforced concrete, as well as prestressed. (Note: While there are currently at least two national standards that provide detailed procedures for the seismic analysis and design of liquid-containing structures (ANSI\/AWWA 1995a,b), these are limited to circular, prestressed concrete tanks only). As the loading side of seismic design is outside the scope of ACI 318, Chapter 21, it was decided to maintain this practice in ACI 350 as well. Accordingly, the basic scope, format, and mandatory language of Chapter 21 of ACI 318 were retained with only enough revisions to adapt the chapter to environmental engineering structures. Provisions similar to Section 1.1.8 of ACI 318 are included in ACI 350. This approach offers at least two advantages: 1. It allows ACI 350 to maintain ACI 318\u2019s practice of limiting its seismic design provisions to the resistance side only; and 2. It makes it easier to update these seismic provisions so as to keep up with the frequent changes and improvements in the field of seismic hazard analysis and evaluation. The seismic force levels and R-factors included in this standard provide results at strength levels, such as those included for seismic design in the 2003 International Building Code (IBC), particularly the applicable connection provisions of 2003 IBC, as referenced in ASCE 7-02. When comparing these provisions with other documents defining seismic forces at allowable stress levels (for example, the 1994 Uniform Building Code [UBC] or ACI 350.3-01), the seismic forces in this standard should be reduced by the applicable factors to derive comparable forces at allowable stress levels. The user should note the following general design methods used in this standard, which represent some of the key differences relative to traditional methodologies, such as those described in ASCE (1984): 1. Instead of assuming a rigid tank for which the acceleration is equal to the ground acceleration at all locations, this sta<\/p>\n
| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 7<\/td>\n | CONTENTS <\/td>\n<\/tr>\n | ||||||
| 9<\/td>\n | CHAPTER 1\u2014 GENERAL REQUIREMENTS 1.1\u2014Scope 1.2\u2014Notation <\/td>\n<\/tr>\n | ||||||
| 15<\/td>\n | CHAPTER 2\u2014 TYPES OF LIQUID-CONTAINING STRUCTURES 2.1\u2014Ground- supported structures 2.1.1 2.2\u2014Pedestal- mounted structures <\/td>\n<\/tr>\n | ||||||
| 17<\/td>\n | CHAPTER 3\u2014 GENERAL CRITERIA FOR ANALYSIS AND DESIGN 3.1\u2014Dynamic characteristics 3.2\u2014Design loads 3.3\u2014Design requirements 3.3.1 3.3.2 3.3.3 <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | CHAPTER 4\u2014 EARTHQUAKE DESIGN LOADS 4.1\u2014Earthquake pressures above base <\/td>\n<\/tr>\n | ||||||
| 20<\/td>\n | 4.1.1\u2014 Dynamic lateral forces 4.1.2\u2014Total base shear <\/td>\n<\/tr>\n | ||||||
| 21<\/td>\n | 4.1.3\u2014 Moments at base, general equation 4.1.4\u2014Vertical acceleration 4.1.4.1 4.1.4.2 <\/td>\n<\/tr>\n | ||||||
| 22<\/td>\n | 4.2\u2014Application of site-specific response spectra 4.2.1\u2014General 4.2.2\u2014 Probabilistic maximum considered earthquake <\/td>\n<\/tr>\n | ||||||
| 23<\/td>\n | 4.2.3\u2014 Deterministic maximum considered earthquake 4.2.4 <\/td>\n<\/tr>\n | ||||||
| 25<\/td>\n | CHAPTER 5\u2014 EARTHQUAKE LOAD DISTRIBUTION 5.1\u2014General 5.2\u2014Shear transfer 5.2.1\u2014 Rectangular tanks 5.2.2\u2014Circular tanks <\/td>\n<\/tr>\n | ||||||
| 28<\/td>\n | 5.3\u2014Dynamic force distribution above base 5.3.1\u2014 Rectangular tanks 5.3.2\u2014 Combining dynamic forces for rectangular <\/td>\n<\/tr>\n | ||||||
| 30<\/td>\n | 5.3.3\u2014Circular tanks <\/td>\n<\/tr>\n | ||||||
| 31<\/td>\n | CHAPTER 6\u2014 STRESSES 6.1\u2014Rectangular tanks 6.2\u2014Circular tanks <\/td>\n<\/tr>\n | ||||||
| 33<\/td>\n | CHAPTER 7\u2014 FREEBOARD 7.1\u2014Wave oscillation <\/td>\n<\/tr>\n | ||||||
| 35<\/td>\n | CHAPTER 8\u2014 EARTHQUAKE-INDUCED EARTH PRESSURES 8.1\u2014General 8.2\u2014Limitations 8.3\u2014Alternative methods <\/td>\n<\/tr>\n | ||||||
| 37<\/td>\n | CHAPTER 9\u2014 DYNAMIC MODEL 9.1\u2014General <\/td>\n<\/tr>\n | ||||||
| 38<\/td>\n | 9.2\u2014Rectangular tanks (Type 1) 9.2.1\u2014 Equivalent weights of accelerating liquid (Fig. 9.2.1 [on p. 44]) 9.2.2\u2014Height to centers of gravity EBP (Fig. 9.2.2 \n[on p. 45]) <\/td>\n<\/tr>\n | ||||||
| 39<\/td>\n | 9.2.3\u2014Heights to center of gravity IBP (Fig. 9.2.3 \n[on p. 46]) 9.2.4\u2014 Dynamic properties <\/td>\n<\/tr>\n | ||||||
| 40<\/td>\n | 9.3\u2014Circular tanks (Type 2) 9.3.1\u2014 Equivalent weights of accelerating liquid (Fig. 9.3.1 [on p. 48]) <\/td>\n<\/tr>\n | ||||||
| 41<\/td>\n | 9.3.2\u2014Heights to centers of gravity (EBP [Fig. 9.3.2; \non p. 49]) 9.3.3\u2014Heights to center of gravity (IBP [Fig. 9.3.3; \non p. 50]) 9.3.4\u2014 Dynamic properties <\/td>\n<\/tr>\n | ||||||
| 43<\/td>\n | 9.4\u2014 Seismic response coefficients 9.4.1 <\/td>\n<\/tr>\n | ||||||
| 44<\/td>\n | 9.4.2 9.4.3 9.5\u2014 Site- specific seismic response <\/td>\n<\/tr>\n | ||||||
| 45<\/td>\n | 9.6\u2014Effective mass coefficient 9.6.1\u2014 Rectangular tanks 9.6.2\u2014Circular tanks <\/td>\n<\/tr>\n | ||||||
| 46<\/td>\n | 9.7\u2014Pedestal- mounted tanks <\/td>\n<\/tr>\n | ||||||
| 57<\/td>\n | CHAPTER 10\u2014 COMMENTARY REFERENCES <\/td>\n<\/tr>\n | ||||||
| 59<\/td>\n | APPENDIX A\u2014 DESIGN METHOD A.1\u2014General outline of design method <\/td>\n<\/tr>\n | ||||||
| 61<\/td>\n | APPENDIX B\u2014 ALTERNATIVE METHOD OF ANALYSIS BASED ON B.1\u2014Introduction B1.1\u2014Scope B1.2\u2014Design ground motions B.2\u2014Notation (not included in Section 1.2 of this standard) B.3\u2014Loading side, general methodology <\/td>\n<\/tr>\n | ||||||
| 64<\/td>\n | B.4\u2014Site-specific spectra (Section 1631.2(2)) <\/td>\n<\/tr>\n | ||||||
| 65<\/td>\n | B.5\u2014Resistance side B.6\u2014Freeboard <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" 350.3-06 Seismic Design of Liquid-Containing Concrete Structures and Commentary<\/b><\/p>\n |