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    Concrete Column Design Based On ACI 318-19: Input Data & Design Summary

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    Manuel Mendoza Jara
    This document summarizes the design of a concrete column according to ACI 318-19. The column has a 40 inch by 36 inch cross section and is designed to support factored axial and shear loads, as well as a factored magnified bending moment of 2500 foot-kips in the x-direction and 500 foot-kips in the y-direction. The design includes 8 #8 reinforcing bars in the x-direction and 5 #8 bars in the y-direction, with transverse reinforcement of 4 #4 ties at 12 inches on center. Calculations show the column design satisfies strength requirements for axial capacity, bending moment, and shear according to the building code.

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    Concrete Column Design Based On ACI 318-19: Input Data & Design Summary

    Uploaded by

    Manuel Mendoza Jara
    146 views1 page
    This document summarizes the design of a concrete column according to ACI 318-19. The column has a 40 inch by 36 inch cross section and is designed to support factored axial and shear loads, as well as a factored magnified bending moment of 2500 foot-kips in the x-direction and 500 foot-kips in the y-direction. The design includes 8 #8 reinforcing bars in the x-direction and 5 #8 bars in the y-direction, with transverse reinforcement of 4 #4 ties at 12 inches on center. Calculations show the column design satisfies strength requirements for axial capacity, bending moment, and shear according to the building code.

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    RAUL 2.pdf

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    This document summarizes the design of a concrete column according to ACI 318-19. The column has a 40 inch by 36 inch cross section and is designed to support factored axial and shear loads, as well as a factored magnified bending moment of 2500 foot-kips in the x-direction and 500 foot-kips in the y-direction. The design includes 8 #8 reinforcing bars in the x-direction and 5 #8 bars in the y-direction, with transverse reinforcement of 4 #4 ties at 12 inches on center. Calculations show the column design satisfies strength requirements for axial capacity, bending moment, and shear according to the building code.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    146 views1 page

    Concrete Column Design Based On ACI 318-19: Input Data & Design Summary

    Uploaded by

    Manuel Mendoza Jara
    This document summarizes the design of a concrete column according to ACI 318-19. The column has a 40 inch by 36 inch cross section and is designed to support factored axial and shear loads, as well as a factored magnified bending moment of 2500 foot-kips in the x-direction and 500 foot-kips in the y-direction. The design includes 8 #8 reinforcing bars in the x-direction and 5 #8 bars in the y-direction, with transverse reinforcement of 4 #4 ties at 12 inches on center. Calculations show the column design satisfies strength requirements for axial capacity, bending moment, and shear according to the building code.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
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    PROJECT : PAGE :

    CLIENT : DESIGN BY :
    JOB NO. : DATE : REVIEW BY :
    Concrete Column Design Based on ACI 318-19

    INPUT DATA & DESIGN SUMMARY


    CONCRETE STRENGTH fc' = 6 ksi, (41 MPa)
    REBAR YIELD STRESS fy = 60 ksi, (414 MPa)
    SECTION SIZE Cx = 40 in, (1016 mm)
    Cy = 36 in, (914 mm)

    FACTORED AXIAL LOAD Pu = 1440 kips, (6405 kN)


    FACTORED MAGNIFIED MOMENT Mu,x = 2500 ft-kips, (3390 kN-m)
    Mu,y = 500 ft-kips, (678 kN-m)
    FACTORED SHEAR LOAD Vu,x = 130 kips, (578 kN) THE COLUMN DESIGN IS ADEQUATE.
    Vu,y = 150 kips, (667 kN)
    COLUMN VERT. REINFORCEMENT 8 # 8 at x dir.
    (Total 22 # 8)
    5 # 8 at y dir.
    LATERAL REINF. OPTION (0=Spirals, 1=Ties) 1 Ties
    LATERAL REINFORCEMENT 4 legs,# 4 @ 12 in. (305 mm), o.c., at x dir.
    3 legs,# 4 @ 12 in. (305 mm), o.c., at y dir.

    ANALYSIS
    6000
    e
    5000

    4000 e
    3000
    f Pn (k)
    2000

    1000 e
    0
    0 500 1000 1500 2000 2500 3000
    -1000

    -2000

    f Mn (ft-k) Solid Black Line - Tension Controlled


    Solid Red Line - Transition
    Dash Line - Compression Controlled

    Note:    e   e 2
    1. Between compression & tension controlled is 
    b e f C 2 
    ' c  c  , for 0 
       ec eo e s E s , for e s  e ty

    Transition , which the f should be by linear fC    e o   e o   , fS
      f , for e s  e ty
    interpolation. (ACI 318-19 Tab. 21.2.2 & Fig. R10.4.2.1)  y
     b e f C , for e c  e o
    '
    2. ACI 318-19 changed f (Fig.R21.2.2b) and keeps 
    b e (22.2.2.4.1) and ecu (Fig. R21.2.2a) the same. 
    2 b e f C'  f y e ty , for compression controlled

    But AISC 360/341-16 has different f (0.9 only) and eo  , e ty  , et  
     0.003 , for tension controlled
    Ec Es e ty

    b e (1.0 or 0.7).
    E c  57 f C , E s  29000ksi , b e  0.85 , e cu  0.003
    '

    CHECK FLEXURAL & AXIAL CAPACITY


    f Pmax =F f [ 0.85 fc' (Ag - Ast) + fy Ast] = 4315 kips., (at max axial load, ACI 318-19 22.4)
    where f = 0.65 , (ACI 318-19 Fig. R21.2.2b) > Pu [Satisfactory]
    F = 0.8 , (ACI 318-19 Tab. 22.4.2.1) Ag = 1440 in2 Ast = 17.38 in
    2

    f Mn = 2812 ft-kips @ Pu = 1440 kips > Mu = 2550 ft-kips [Satisfactory]


    rmax = 0.06 (ACI 318-19 18.7.4.1) rprovd = 0.012
    rmin = 0.01 (ACI 318-19 18.7.4.1& 10.6.1.1) [Satisfactory]

    CHECK SHEAR CAPACITY (ACI 318-19 10 & 22.5)

    V u, x V u, x
      1.19 > 1.5 (ACI 318-19 22.5.1.11) [Satisfactory]
    fV n, x f V n, x

    f Vn = f (Vs + Vc) (ACI 318-19 22.5)

    where f = 0.75 (ACI 318-19 21.2) fy = 60 ksi


    d A0 Av Vc = 2 (fc')0.5A0 Vs = MIN (d fy Av / s , 4Vc) f Vn
    x 37.5 1240 0.80 192.1 150.0 257
    y 33.5 1240 0.60 192.1 100.5 219

    smax = 16 (ACI 318-19 25.7) sprovd = 12 in


    smin = 1 [Satisfactory]

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