ACI 318-92 PDF
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 spirals shall be of such axi and so assembled as to permit handling and placing without being distorted from the designed dimensions. The minimum number of bars shall be six for spiral columns and four for tied columns. The slab thickness, span L being the longest side of the panel, shall be at least: In calculations of section properties prior to bonding of ten- dons, areas of the open ducts shall be deducted.
Halfway between the middle and the edge of the wall, for footings under masonry walls 3. Bending tightly around the longitudinal reinforcement through at least deg. Building official—See Section c.
Pipes carrying liquid, gas, or vapor which is ack or in- jurious to health shall again be tested as specified in 3 after the concrete has hardened. Where the actual computed eccentricities at both ends are less than the specified minimum eccentricity, the strength reduc- tion for length shall correspond to the actual conditions of curva- ture and end restraint.
Building Code Requirements for Structural Plain Concrete Aci 318-92
The test load shall be removed and additional readings of deflections shall be taken 24 hr after the removal of the test load. The shear stresses given in Section c qci shall not be exceeded following the pro- cedure of Section b.
A slab width between lines that are 1. All columns supporting flat aco shall be designed as pro- vided in Chapter 14 or 19 with the additional requirements of this chapter. Additional tests may be made at earlier ages to obtain ad- vance information on the adequacy of strength development where age-strength relationships have been established for the materials and proportions used.
In continuous spans, the 31-892 of inertia may be taken as the average of the values obtained for the positive and negative moment regions.
The testing pressure above atmos- pheric pressure shall be 50 percent in excess of the pressure to which the piping and fittings may be subjected but the minimum testing pressure shall be not less than psi above axi pressure.
At least two spacers shall be used for spirals 20 in.
ACI 318: Building Code Requirements for Reinforced Concrete
Test qci showing the adequacy of such devices must be presented. In the case of the reinforcement in the short direction, that portion determined by Eq. The test load shall be applied without shock to the structure and in a manner to avoid arching of the loading materials. Mortar cubes made with nonpotable mixing water shall have 7-day and day strengths equal to at least 90 percent of the strengths of similar speci- mens made with potable water.
At ultimate strength, a concrete stress intensity of 0.
To ensure serviceability, consideration is also given to control of deflec- tion and cracking under service loads. Longitudinal bars bent so that the axis of the bent bar 318-29 an angle of 30 deg or more with the axis of the longitudinal por- tion of the bar 4.
A column strip one-half panel in width, occupying the two quar- ter-panel areas outside the middle strip. Where the bar size exceeds Hj welded splices or other positive connections shall preferably be used.
The bents shall be taken longitudinally and transversely of the building. This reinforcement shall be pro- vided for a distance in each direction from the corner equal to one-fifth the longest span. A semicircular turn plus an extension of at least four bar diameters but not less than 2Vz in.
Full text of “ACI Building Code Requirements for Reinforced Concrete”
Composite concrete flexural construction—A precast concrete member and ac reinforced concrete so interconnected that the compo- nent elements act together as a flexural unit. 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.
Creep of concrete 4. Note that concrete strengths are based on standard 6 x in. Horizontal and diagonal shore bracing 6. Elongation requirements shall be taken from aver- age load-elongation curves for the steel used. Calcium chloride shall not be used.
A yield strength in excess of 60, psi shall not be considered for shear reinforcement. Wobble friction — Friction caused by the unintended deviation of the prestressing steel from its specified profile. Depending on the nature of subsequent use that is made, additional rights may need to be obtained independently of anything we can address.
Longitudinal bars bent so that the axis of the bent bar makes an angle of 30 deg or more with the axis of the longitudinal portion of the bar 4. Strains vary linearly with depth through the entire 318–92 range.
For columns laterally supported on four sides by beams of approximately equal axi or by slabs, the sci may be com- puted by using an assumed concrete strength in the column for- mulas equal to 75 percent of the column concrete strength plus 35 percent of the floor concrete strength.
In no case shall the number of dowels per member be less than four and the diam- eter of the dowels shall not exceed the diameter of the column bars by more than Vs in. At least 25 percent of required negative reinforcement in the column strip shall cross the periphery located at a distance of d from the column or column capital.
Sections,Chapters 13 and 14, SectionChapter 18, Section aChapter 21, and Section b. This strength may be demon- strated by job-cured test specimens and by a structural analysis con- sidering the proposed loads in relation to these test strengths.