The Reorganized ACI 14 Code. – Are You Ready? Neal S. Anderson, P.E., S.E.. Staff Consultant. Simpson Gumpertz & Heger, Chicago, Illinois. The American Concrete Institute (ACI) has pub- lished Building Code Requirements for Struc- tural Concrete (ACI ) and Commentary. /R ACI Building Code and Commentary. PREFACE. The code portion of this document covers the design and construction of structural concrete .
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Full text of “ACI Building Code Requirements for Reinforced Concrete”
The minimum dimension of any column shall be as deter- mined by a and b below, but in no case less than 10 in. The limiting value for shearing stress in slabs and footings, vu, in Sections c and d shall be: Screw connections shall be prohibited. The ribs shall be straight, not less than 4 in. Reinforced concrete—Concrete containing reinforcement and designed on the assumption that the two materials act together in resisting forces.
The cause of any discrepancy which exceeds 5 percent shall be ascer- tained and corrected. Plain concrete—Concrete that does not conform to the definition for reinforced concrete. These rules when approved by the Building Official and promulgated shall be of the same force and effect as the 31810 of this code. The ratio of length to width of panels shall not exceed 1.
318-08: Building Code Requirements for Structural Concrete and Commentary
When the shear stress exceeds 3″V fc’, every such deg line shall be crossed by at least two lines of web reinforcement. The total thickness, tu in inches, of slabs without drop panels, or through the drop panel if any, shall be at least 3. Individually and through committees, and with the cooperation of many public and private agencies, members have correlated the results of research, from both field and laboratory, and of practices in design, construction, and manufacture.
A clearance of at least 3 in. Loads, including live, dead, lateral, and impact 3. Design of tension reinforcement shall not be based on a yield strength, fy, in excess of 60, psi unless tests are made in com- pliance with Section b.
The term j is omitted in determination of nominal shear stress. At least one tie at each spacing shall extend completely around all longitudinal bars.
The simplified design equations given in Chapters 16 and 19 are satisfactory. Effective prestress — The stress remaining in the tendons after all losses have occurred, excluding the effects of dead load and superim- posed loads.
The wire of the welded fabric shall be of not less than No. In continuous spans, the moment of inertia may be taken as the average of the values obtained for the positive and negative moment regions. Tension reinforcement shall be well distributed in the zones of maximum concrete tension and in the flange of T-beams.
Critical sections occur at the face of the support, at each point where tension bars terminate within a span, and at the point of inflection.
When a section is controlled by tension, and has reinforce- ment in one or two faces, each parallel to the axis of bending, and all the reinforcement in any one face is located at aaci the same distance from the axis of bending, the ultimate strength shall not exceed that computed by: They shall be properly braced or tied together so as to maintain position and shape. Except as provided in 1, separation of the component elements in the direction normal to the surface shall be prevented by 38-10 ties or other suitable mechanical anchorages.
3318-10 A tension bar may be anchored by bending it across the web at an angle of not less than 15 deg with the longitudinal portion of the bar and making it 31-10 with the reinforcement on the opposite face of the member.
Bars in a bundle shall terminate at different points with at least 40 bar diameters stagger unless all of the bars end in a support. The excess stirrups shall be at least the min- imum specified in Section b or b. Rectangular sections, or flanged sections in which the neutral axis lies within the flange: The live load may be considered to be applied only to the floor or roof under consideration, and the far ends of the columns may be assumed as fixed. Proper provisions shall be made for eccentric loads and wind stresses.
Where adjacent spans are unequal, the extension of negative reinforcement on each side of the column center line as prescribed in Table g 1 shall be based on the requirements of the longer span.
The capacity of bond at aaci load may be taken as 1. The radius of gyration, r, may be taken equal to 0. If relative lateral displacement of the ends of the members is prevented and the member is bent in single curvature, the fol- lowing factor shall be used 3.
Where column faces are offset 3 in. At ultimate strength, a concrete stress intensity of 0. No portion of the column capital shall be considered for structural pur- poses which lies outside of the largest right circular cone with deg vertex angle that can be included within the outlines of the column capital.
Wires used in making strands for post-tensioning shall be cold-drawn and either stress-relieved in the case of uncoated strands, or hot-dip gal- vanized in the case of galvanized strands. Where a joint is to be made, the surface of the concrete shall be thoroughly cleaned and all laitance removed. Where the load to be supported is definitely known, the structure shall be analyzed for that load. The structure may be considered divided into a number of bents, each consisting of a row of columns or supports and strips of supported slabs, each strip bounded laterally by the center line of the panel on either side of the center line of columns or supports.
The tension reinforcement is replaced in design computations with a concrete tension area equal to n times that of the rein- forcing steel. ACI standards and recommendations “Building Code Requirements for Reinforced Concrete” are minimum standards of performance in legally enforceable phraseology. The limits of thick- ness and quantity of reinforcement required by Section shall be waived where structural analysis shows adequate strength and stability.
Sleeves, conduits, or other pipes passing through floors, walls, or beams shall be of such size or in such location as not to impair unduly the strength of the construction; such sleeves, conduits, or pipes may be considered as replacing structurally in com- pression the displaced concrete, provided they are not exposed to rust- ing or other deterioration, are of uncoated or galvanized iron or steel not thinner than standard steel pipe, have a nominal inside diameter not over 2 in.
In the area common to two column strips, not more than one-eighth of the ai of strip in any span shall be interrupted by openings.
In columns restrained laterally by struts or beams, with brackets used at the junction, it shall be the clear distance between the floor and the lower edge of the bracket, provided that the bracket width equals that of the beam or strut and is at least half that of the column. The limiting value for vc in Section c shall be: Flat slabs within the limitations of Sectionwhen designed by elastic analysis, may have resulting analytical moments reduced in such proportion that the nu- merical sum of the positive and average negative bending moments Generated for Mohamed Aly Abdel-razik Moustafa University of California, Berkeley on Log In Sign Up.
No other portion of the fillers may be included in the design calculations.
Service dead load—The calculated dead weight supported by a member. Metal ties or spirals so designed shall be placed near not more than eight bar diameters from the point of bend. A light oxide is permissible. The pressure test shall be 3318-10 for 4 hr with no drop in pressure except that which may be caused by air temperature.