Significant changes from the 2008 to the 2011 …

1 Winter 2013 | PCI Journal142 The american concrete institute (ACI) has published Building Code Requirements for Structural Con-crete ( aci 318 -11) and Commentary (ACI 318R-11).1 aci 318 -11 has been adopted by the 2012 Interna-tional Building Code (IBC).2 Thus, whenever the 2012 IBC is adopted by a local jurisdiction, as it will be by the State of California on January 1, 2014, aci 318 -11 will be law within that the changes from aci 318 -083 to aci 318 -11 are not as extensive or as substantive as those from aci 318 -054 to aci 318 -08, some of the changes in the latest cycle have Significant effects on the design and construction of concrete 1: General RequirementsIn section , ACI 332-04 Residential Code Require-ments for Structural Concrete5 has been updated to ACI commentary sections and , two standards published by the Steel Deck institute (SDI) are referenced: Standard for Non-Composite Steel Floor Deck (ANSI/SDI NC-2010)7 and Standard for Composite Steel Floor Deck (ANSI/SDI ).

2 8 The first document refers to aci 318 for the design and construction of the structural concrete slab. The second document refers to the This paper summarizes the Significant changes made since the publication of the 2008 Building Code Requirements for Struc-tural concrete ( aci 318 -08) and Commentary (ACI 318R-08) that are reflected in the 2011 edition of the code. changes affecting conventionally reinforced concrete as well as precast, prestressed concrete , including posttensioned concrete , are enumerated. The changes to Appendix D: Anchoring to concrete , are particularly important and are of major interest to the precast/prestressed concrete industry. These are described in changes from the 2008 to the 2011 edition of ACI 318S. K. Ghosh143 PCI Journal | Winter 2013 Specification for Steel Welded Wire Reinforcement, Plain, for concrete ,24 ASTM A496 Standard Specification for Steel Wire, Deformed, for concrete Reinforcement,25 and ASTM A497 Standard Specification for Steel Welded Wire Reinforcement, Deformed, for Concrete26 have been com-bined into ASTM A1064 Standard Specification for Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for This change is reflected in the definition of welded wire reinforcement in section of ACI 3.

3 MaterialsSection now refers to slag cement, rather than ground-granulated blast-furnace slag, because ASTM has changed the title of ASTM C989 to Standard Specifi-cation for Slag Cement for Use in concrete and A615 Standard Specification for Deformed and Plain Carbon Steel Bars for concrete Reinforcement29 and ASTM A706 Standard Specification for Low-Alloy Steel Deformed and Plain Bars for concrete Reinforcement30 (section ) have both added Grade 80 reinforce-ment, which has a minimum yield strength of 80,000 psi (550 MPa). The use of this reinforcement is not permitted by section in special moment frames and special structural walls. Available data were judged to be insuf-ficient to confirm applicability of existing code provisions to special moment frames and special structural walls reinforced with steel having yield strength higher than 60,000 psi (410 MPa).

4 Section of aci 318 -08 required that for bars with fy exceeding 60,000 psi, the yield strength shall be taken as the stress corresponding to a strain of percent. ACI defines fy as specified yield strength of reinforcement. The same section in aci 318 -11 requires that for bars with fy less than 60,000 psi, the yield strength shall be taken as the stress corresponding to a strain of percent, and for bars with fy at least 60,000 psi, the yield strength shall be taken as the stress corresponding to a strain of percent. This definition of yield strength overrides the one pre-scribed in ASTM A615, A706, A995, and permits the use of zinc and epoxy dual-coated reinforcing bars conforming to ASTM A1055 Standard Specification for Zinc and Epoxy Dual-Coated Steel Reinforcing now requires ASTM A970 headed deformed bars to conform to Annex A1 Requirements for Class HA Head Dimensions.

5 The commentary explains that the limitation to Class HA head dimensions from Annex A1 of ASTM A970 is due to a lack of test data for headed deformed bars that do not meet Class HA dimensional requirements. While aci 318 -11 references ASTM A970-09,22 aci 318 -08 referenced ASTM A970-06,32 which did not have an Annex A1. aci 318 required that obstructions appropriate portions of aci 318 for the design and con-struction of the concrete portion of the composite assembly. Design Manual for Composite Decks, form Decks, and Roof Decks,9 published by SDI, is also referenced. aci 318 previously referenced Standard for the Structural Design of Composite Slabs (ANSI/ASCE 3)10 for the design of com-posite slabs and Standard Practice for the Construction and Inspection of Composite Slabs (ANSI/ASCE 9)11 for guide-lines on the construction of composite steel deck commentary section , the references have been updated from the 200512 to the 201013 ASCE 7/SEI standard Minimum Design Loads for Buildings and Other Structures, from the 200614 to the 200915 edition of the International Building Code, and from the 200616 to the 200917 edition of the National Fire Protection Association (NFPA) 5000 Building Construction and Safety Code.

6 These newer editions have been added to Table , Correlation between Seismic-Related Terminology in Mod-el Codes. The following sentence has been added at the end of commentary section : The model building codes also specify overstrength factors, 0, that are related to the seismic-force-resisting system used for the structure and used for the design of certain elements. Section states that aci 318 does not govern the design and construction of tanks and reservoirs. Section now tells the user that guidance for the design and construction of cooling towers and circular prestressed concrete tanks is found in the reports of ACI committees 334 concrete Shell Design and Construction,18 350 Envi-ronmental Engineering concrete Structures,19 372 Tanks Wrapped with Wire or Strand,20 and 373 Tanks with Inter-nal This is an expanded version of commentary section of aci 318 -08, which has been moved to chapter 1 of ACI now requires Type, size, and location of anchors, and anchor installation and qualification require-ments in accordance with to be shown in contract 2: Notations and DefinitionsThe definition for headed deformed bars in aci 318 -08 contained a number of requirements for the head.

7 The defi-nition now refers to section , which in turn references Annex A1 Requirements for Class HA Head Dimensions of ASTM A970 Standard Specification for Headed Steel Bars for concrete have been added for vertical wall segment and wall A82 Standard Specification for Steel Wire, Plain, for concrete Reinforcement,23 ASTM A185 Standard Winter 2013 | PCI Journal144 Chapter 6: Formwork, Embedments, and Construction Joints Design drawings and specifications has been changed to contract documents in sections and Other than that, there are no changes in this 7: Details of ReinforcementIn section , which addresses corrosive environments and other severe exposure, amount of concrete protec-tion shall be suitably increased has been changed to the concrete cover shall be increased as deemed necessary and specified by the licensed design professional.

8 In section , which is about splicing of spiral reinforce-ment, the use of deformed zinc-coated (galvanized) bars, plain zinc-coated (galvanized) bars, and zinc-and-epoxy dual-coat-ed deformed bars as spiral reinforcement is now new section has been added, and it reads: Where longitudinal bars are located around the perimeter of a circle, a complete circular tie shall be permitted. The ends of the circular tie shall overlap by not less than 6 in. [150 mm] and terminate with standard hooks that engage a longitudinal column bar. Overlaps at ends of adjacent cir-cular ties shall be staggered around the perimeter enclosing the longitudinal bars. Figure 1 illustrates the sections through , new requirements have been added concerning temperature and shrinkage reinforcement in posttensioned slabs.

9 These requirements define the gross area of beam and slab sections to be used for determining the effective prestress. A figure has been added to the commentary to better illustrate the intentions of the provision. Figure 2 is an adaptation of the commen-tary figure. The primary reason for this code change was to clearly discourage the practice of providing all of the required shrinkage and temperature reinforcement in the beam web with none in the slab between 8: Analysis and Design General ConsiderationsThere are no changes in this 9: Strength and Serviceability RequirementsThe design load combinations in section have been revised to be fully consistent with those of ASCE/SEI That standard has converted wind loads to strength level and changed the wind load factor in strength design from to interruptions of the bar deformations, if any, shall not extend more than 2db from the bearing face of the head (db is the nominal diameter of bar).

10 Chapter 4: Durability RequirementsIt is required in Table that percent sulfate by mass in soil be determined by ASTM C1580 Standard Test for Water-Soluble Sulfate in Soil33 and that concentration of dissolved sulfates in water in parts per million (ppm) be determined by ASTM D516 Standard Test Method for Sulfate Ion in Water34 or ASTM D4130 Standard Test Method for Sulfate Ion in Brackish Water, Seawater, and says that ACI 222R-01 Protection of Met-als in concrete against Corrosion36 has adopted chloride limits, test methods, and construction types and condi-tions that are slightly different from those in aci 318 , as shown in Table It also says that ACI Guide to Durable Concrete37 has adopted these same limits by referring to ACI 5: concrete Quality, Mixing, and PlacingFor the purpose of establishing standard deviation for test records, a test record obtained less than 12 months before a submittal was acceptable under aci 318 -08.