Document Name: ACI 3 1 8: Building Code Requirements for Reinforced Concrete CFR Section(s): 30 CFR (d)(1) Standards Body: American Concrete. BY ORDER OF THE EXECUTIVE DIRECTOROffice of the Federal RegisterWashington, Authority of the Code of Federal Regulations. ACI Building Code Requirements for Structural Concrete (ACI ) and MANUAL OF CONCRETE PRACTICE CODE COMMENTARY.
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The change in length of columns and slabs due to direct stress, and deflections due to shear, may be neglected. In continuous spans, the moment of inertia may be taken as the average of the values obtained for aco positive and negative moment regions. Construction failing to show 75 percent recovery of the deflec- tion may be retested. The stirrups shall extend into the member a distance d from the compression face.
Consideration may be limited to combinations of dead load on all spans with full live load on two adjacent spans and with full live load on alternate spans.
Plain concrete—Concrete that does not conform to the definition for reinforced concrete. Bars, if used, shall not be less than 3 bars, nor shall they be spaced more Generated for Mohamed Aly Abdel-razik Moustafa University of California, Berkeley on The slab or footing acting essentially as a wide beam, with a potential diagonal crack extending in a plane across the entire width.
Where the structure as a whole is adequately supported on shores, the removable floor forms, beam and girder sides, column and similar vertical forms may be removed after 24 hr provided the concrete is sufficiently strong not to be injured thereby. Its primary objective is to assist its members and the engineering profession generally, by gathering and disseminating information about the properties and applications of concrete and reinforced concrete and their Generated for Mohamed Aly Abdel-razik Moustafa University of California, Berkeley on Welded splices or other positive connections may be used instead of lapped splices.
These results may be achieved through many equally satisfactory methods. Depth, d, in flexural members, walls, and columns where d is 24 in. Where the ratio of short to long span is less than 0. The term j is omitted in the determination of nominal shear stress. Except in anchorage regions, strain in reinforcing bars shall be assumed equal to the strain in the concrete at the same position.
Building Code Requirements for Structural Concrete and Commentary (ACI 318-08, ISO 19338:2007)
Where longitudinal bars are offset at a splice, the slope of the inclined portion of the bar with the xci of the column shall not exceed 1 in 6, and the portions of the bar above and below the Generated for Mohamed Aly Abdel-razik Moustafa University of California, Berkeley on They shall not be used at points of sharp curvature. For a similar degree of control, the reauirements of c 2 will be met by an average strength 25 percent greater than the specified strength.
Method 2 — For combinations of materials previously evaluated or to be established by trial mixtures Generated for Mohamed Aly Abdel-razik Moustafa University of California, Berkeley on Walls conforming to the provisions of Section shall be considered as meeting these requirements. Bends for stirrups and ties shall have radii on the inside of the ack not less than one bar diameter. The temperature of the liquid, gas, or vapor shall not exceed F. Beyond these limits,compute qandg, by elastic analysis when only the span under consideration is loaded.
Relaxation of steel stress 6.
Full text of “ACI Building Code Requirements for Reinforced Concrete”
The slab or footing in this case shall be designed as required in the remainder of this section. The average of the values of c at the two supports at the ends of a column strip shall be used to avi the slab thickness U or t2 as prescribed in d.
Any material which has deteriorated or which has been damaged shall not be used for concrete. It is preferable to provide all ties in the form of extended stirrups.
A section plane before bending remains plane after bending; strains vary as the distance from the neutral axis. Brackets capable of transmitting the negative bending and the shear in the column strips to the columns without excessive unit stress may be substituted for column capitals at exterior columns.
The shear at any section distant xL or xLi from supports shall be determined by modifying the total load on the slab strip or beam by the factors Cs, Csi, Cb, or C61 taken from Tables 1 or 2.
Bonded tendons — Tendons which are bonded to the concrete either directly or through grouting. The successive span lengths in each direction shall differ by not more than 20 318-29 of the longer span.
Creep of concrete 4. The reinforce- ment in each band shall be of equivalent size and spacing to that re- quired for the maximum positive moment in the slab. For contact splices spaced laterally closer than 12 bar diameters or located closer than 6 in. For design purposes, any of the moments determined from Table f may be varied by not more than 10 percent, but the numerical sum of the positive and negative moments in a Generated for Mohamed Aly Abdel-razik Moustafa University of California, Berkeley on Rate and method of placing concrete 2.
The slab or footing in this case shall ai designed as specified in the remainder of this section.
Curvature friction — Friction resulting from bends or curves in the specified cable profile. A column strip consisting of the two adjacent quarter-panels, one each side of the column center line. These requirements shall not apply to compression reinforcement.