How does ideCAD control column transverse reinforcement detailing according to ACI 318-19?
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The spacing of transverse reinforcement is is determined automatically to meet the most restrictive requirements. Detail The detail of transverse reinforcemen are reinforcements is in accordance with Transverse Reinforcement per ACI 318-19 with ideCAD title. The conditions given in the heading Transverse Reinforcement per ACI 318-19 with ideCAD for column gies gives are given below.
Column Ties
Ties , applies apply a closed loop of the deformed bar, satisfies and satisfy the rules:
Center-to-center spacing does not exceed the at least of 16db of the longitudinal bar.
Minimum The minimum diameter of the tie bar is controlled automatically according to ACI 25.7.2.2. Diameter The diameter of the tie bar is at least:
No. 3 enclosing No.10 or smaller longitudinal bars
No. 4 enclosing No.11 or larger longitudinal bars or bundled longitudinal bars
Rectilinear ties are arranged to satisfy the conditions given below:
Every corner and alternate longitudinal bar have lateral support provided by the corner of a tie with an included angle of not more than 135 degrees
No unsupported bar is farther than 6 in. clear on each side along the tie from a laterally supported bar
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Lateral support of longitudinal bars using ties, hoops, and spirals
In any story, the bottom tie or hoop above the top of the footing or slab can be located at most half the distance of the tie or hoop spacing. Similarly, in any story, the top tie or hoop below the lowest horizontal reinforcement int he slab, drop panel, or shear cap can be located at most half the distance of tie or hoop spacing. (ACI 10.7.6.2)
In any story, the bottom of the spiral should be located at the top of the footing or slab. The top of the spiral should be located in accordance with ACI Table 10.7.6.3.2.
In cases where longitudinal bars are offset, horizontal support should be provided by ties, hoops, spirals, or parts of the floor construction should also be designed to resist 1.5 times the horizontal component of the calculated force in the inclined portion of the offset bar (ACI 10.7.6.4).
According to ACI 10.7.6.4.2, Transverse reinforcement should be placed not more than 6in6 in. from points of the bend.
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Maximum The maximum spacing of shear reinforcement for nonprestressed column columns is given ACI Table 10.7.6.5.2.
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Columns of Earthquake Reistant -Resistant Structures
Ordinary moment frames
All the transverse reinforment reinforcement detailing conditions described above are applied to columns of ordinary moment frames.
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Columns of Earthquake Reistant -Resistant Structures
Intermediate moment frames
All the transverse reinforment reinforcement detailing conditions described above are applied to columns of intermediate moment frames.
According to ACI 18.4.3.3, at the top and bottom ends of the column, hoops should be provided at spacing so along a length lo measured from the joint face.
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For Grade 60 or S420, the smaller of 8db of the smallest longitudinal bar is enclosed and 8 in.
For Grade 80, the smaller of 6db of the smallest longitudinal bar is enclosed and 6 in.
One-half of the smallest cross-sectional dimension of the column.
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One-sixth of the clear span of the column
Maximum The maximum cross-sectional dimension of the column
18 in.
According to ACI 18.4.3.4, the maximum distance between the first hoop and the joint face is so/2.
ACI 18.4.3.6 states that, Columns supporting reactions from discontinuous stiff members, such as walls, should be provided with transverse reinforcement at the spacing so in accordance with ACI 18.4.3.3 over the full height beneath the level at which the discontinuity occurs if the portion of factored axial compressive force in these members related to earthquake effects exceeds Agfc′/10. If design forces have been magnified to account for the overstrength of the vertical elements of the seismic-force-resisting system, the limit of Agfc′/10 should be increased to Agfc′/4. Transverse reinforcement shall extend above and below the column in accordance with ACI 18.7.5.6(b).
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Columns of Earthquake Reistant -Resistant Structures
Special moment frames
All the transverse reinforment reinforcement detailing conditions described above are applied to columns of special moment frames.
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The transverse reinforcement should be satisfied satisfy all the conditions given below along the length lo lo from each joint face and on both sides of any section where flexural yielding is likely to occur as a result of due to lateral displacements beyond the elastic range of behavior. According to ACI 18.7.5.2, transverse reinforcement should be in accordance with the following,
Transverse reinforcement should consist of single or overlapping spirals, circular hoops, or single or overlapping rectilinear hoops with or without crossties.
Bends of rectilinear hoops and crossties should engage peripheral longitudinal reinforcing bars.
Provided that ACI 25.7.2.2 limits are met, the crossover size of the crossover may be equal to or smaller than the stirrup bar size. Consecutive crossties should be alternated end for end along the longitudinal reinforcement and around the perimeter of the cross-section.
Where rectilinear hoops or crossties are used, they shall provide lateral support to longitudinal reinforcement in accordance with ACI 25.7.2.2 and ACI 25.7.2.3.
While arranging the reinforcement, the spacing of longitudinal bars laterally supported by the corner of a crosstie or hoop leg, hx, will not exceed 14 in. around the perimeter of the column.
Where Pu>0.3Agfc' or fc'>10,000 in colums columns with rectilinear hoops, every longitudinal bar or bundle of bars around the perimeter of the column core should have lateral support provided by the corner of a hoop or by a seismic hook, and hx smaller than 8 in.
According to ACI 18.7.5.3, the maximum spacing of transverse reinforcement should be the least of the conditions give given below;
One-fourth of the minimum column dimension
For Grade 60 or S420, 6db of the smallest longitudinal bar
For Grade 80, 5db of the smallest longitudinal bar
so, as calculated by using ACI Eq. (18.7.5.3); (The value of so shall not exceed 6 in. and need not be taken less than 4 in.)
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According to ACI 18.7.5.5, beyond the length lo, the conditions given below should be satisfedsatisfied;
The column should contain spiral reinforcement the column shall contain spiral reinforcement in accordance with ACI 25.7.3 or hoop, and crosstie reinforfcement reinforcement should satisfy ACI 25.7.2 and ACI 25.7.4, with spacing s no more than 6 in.
For Grade 60 or S420, 6db of the smallest longitudinal bar
For Grade 80, 5db of the smallest longitudinal bar
According to ACI 18.7.5.6, columns supporting reaction from discontinued stiff memebersmembers, such as walls, should satisfy two conditions below;
If the factored axial compressive force, Pu, of these colums columns, is greater than Agfc′/10, transverse reinforcement required by ACI 18.7.5.2, 18.7.5.3, and 18.7.5.4 should be provided over the full height at all levels beneath the discontinutiydiscontinuity. The limit of Agfc′/10 shall be increased to Agfc′/4, if design forces have been magnified to account for the overstrength of the vertical element of the earthquake resistance structure.
Where ld is in accordance with ACI 18.8.5., transverse reinforcement shall extend into the discontinued member at least ld of the largest longitudinal column bar. Where the lower end of the column terminates on a wall, the required transverse reinforcement should extend into the wall at least ld of the largest longitudinal column bar at the point of termination. If the column terminates on a footing or mat, the required transverse reinforcement will extend at least 12 inches into the footing or mat.
According to ACI 18.7.5.7. , if the concrete cover outside the confining transverse reinforcement is greater than 4 in., additional transverse reinforcement additional transverse reinforcement having cover not exceeding 4 in. and spacing not exceeding 12 in. should be provided.
According to ACI 18.7.6.2.1, if both two conditions are given below occur, transverse reinforcement over the lenghts lengths lo should be designed to resist shear, assuming Vc=0.
The earthquake-induced shear force, calculated in accordance with ACI 18.7.6.1, is at least one-half of the maximum required shear strength within lo.
The factored axial compressive force Pu including earthquake effects, is less than Agfc′/10.
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