Nothing Special   »   [go: up one dir, main page]
Scribd Logo
Upload

Welcome to Scribd!

  • 122 views

    Corbel Design For Column : Project

    Uploaded by

    mayphyo
    This document summarizes the design of a corbel connecting column C8a to resist an applied ultimate load of 460 kN according to BS8110. It was found that the required tension reinforcement of 5T20 bars with an anchorage length of 240 mm was sufficient based on checks for tension capacity, shear strength, and development length. The corbel design was found to be adequate based on the design code criteria.

    Copyright:

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

    Corbel Design For Column : Project

    Uploaded by

    mayphyo
    122 views2 pages
    This document summarizes the design of a corbel connecting column C8a to resist an applied ultimate load of 460 kN according to BS8110. It was found that the required tension reinforcement of 5T20 bars with an anchorage length of 240 mm was sufficient based on checks for tension capacity, shear strength, and development length. The corbel design was found to be adequate based on the design code criteria.

    Original Description:

    Original Title

    RC Corbel_(BS)

    Copyright

    © © All Rights Reserved

    Available Formats

    PDF, TXT or read online from Scribd

    Did you find this document useful?

    Is this content inappropriate?

    This document summarizes the design of a corbel connecting column C8a to resist an applied ultimate load of 460 kN according to BS8110. It was found that the required tension reinforcement of 5T20 bars with an anchorage length of 240 mm was sufficient based on checks for tension capacity, shear strength, and development length. The corbel design was found to be adequate based on the design code criteria.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    122 views2 pages

    Corbel Design For Column : Project

    Uploaded by

    mayphyo
    This document summarizes the design of a corbel connecting column C8a to resist an applied ultimate load of 460 kN according to BS8110. It was found that the required tension reinforcement of 5T20 bars with an anchorage length of 240 mm was sufficient based on checks for tension capacity, shear strength, and development length. The corbel design was found to be adequate based on the design code criteria.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    of 2

    Section : 3B14, 3B15

    Type : Corbel Design


    Design Code : BS8110
    Prepared By : Date : 7/4/2020
    Project Checked By : Job ID :

    Corbel Design For Column (Based on BS8110:Part1)


    ******************************
    Column Name - C8a
    1. DESIGN DATA d2
    Applied Ultimate Load, Pu = 460.0 KN
    Lower Column Depth, d1 = 200 mm Pu
    Lower Column Width, b1 = 500 mm av
    Upper Column Width, d2 = 200 mm
    Corbel Width, bc = 500 mm
    h1
    Corbel Projection from Lower Column, Lp = 200 mm
    Corbel Height, h1 = 700 mm
    h2
    Corbel Height, h2 = 0 mm
    Effective Depth of Corbel, d = 650 mm [OK]
    Lp
    Distance b/t Load & Up Col. Edge, av = 75 mm < d
    Angle of Inclination of Concrete Strut, β =
    Concrete Strength, fcu
    d1
    = 30 N/mm2
    Steel Strength of Stirrups, fyv = 460 N/mm2
    Steel Strength of Tension Bars, fys = 460 N/mm2
    Elastic Modulus of Steel, Es = 205 KN/mm2
    Concrete Ultimate Strain, ϵcc = 0.0035
    Concrete Ultimate Strain, ϵys = 0.002
    2. DESIGN FOR TENSION REINFORCEMENT
    To Check Tensile Steel Yield or Not Yield
    k = Pu / 0.9 fcu * bc * av = 0.45
    Lever arm, z = d(0.5+√(0.25-(1+k)kav^2/d^2)) / (1+k)
    = 443.0 mm
    = 0.68 d
    Neutral Axis Depth, x=(d-z)/0.45 = 460.05 mm
    = 0.71 d > 0.636d [NOT OK]
    Steel Strain, ϵs = ϵcc*((d-x)/x) = 0.00145 < 0.002
    Therefore, tension steel will not yield.
    When Tensile Steel Yields,
    Steel Stress, fs = 0.87*fys = 400.20 N/mm2
    WhenTensile Steel Does Not Yield,
    Steel Stress, fs = Es * ϵs = 296.25 N/mm2
    Tensile Force, Ft = Pu* (av/z) = 77.88 KN < 0.5*Pu = 230 KN
    For Ft < 0.5*Pu,
    Take Ft = 230.00 KN
    Required As = Ft/fs = 776.38 mm2
    Provide 5T 20 = 1570.8 mm2 [OK]
    Section : 3B14, 3B15
    Type : Corbel Design
    Design Code : BS8110
    Prepared By : Date : 7/4/2020
    Project Checked By : Job ID :
    For Ft > 0.5*Pu,
    Take Ft = KN
    Required As = Ft/fs = mm2
    Min. Reinforecment , As,min = 0.004 bd = 1300 mm2
    Max. Reinforecment, As,max = 0.4 bd = 130000 mm2
    Provide 5T 20 = mm2
    3. CHECK SHEAR DESIGN
    Shear Stress, v = Pu / bd = 1.42 N/mm2 < 0.8*√fcu [OK]
    100As/bd = 0.48
    400/d = 1.00
    Concrete Shear Stress, vc = (fcu/25)^(1/3) * (0.79*(100As/bd)^(1/3) * (400/d)^0.25 / 1.25)
    = 0.53 N/mm2
    Enhanced Shear Stress, vc' = vc*(2d/av)
    = 9.14 N/mm2 > v= 1.42 [OK]
    vs = v-vc' = -8.65 N/mm2 < 0.4
    Take vs = 0.4 N/mm2
    Required Asv = (vs*av*b / 0.87 fyv) = 37.48 mm2 < 0.5As
    Min. As = 0.5 As = 388.19 mm2
    Provide Links 1T 10 @ 100 (In the Upper 2/3 of Effective Depth)
    Upper 2/3 of Effective depth of Corbel = 433 mm
    Total No. of Links = INT((2/3)*d / sv)+1
    = 5.0 Nos
    Total Link Area, Asv = 785.4 mm2 [OK]
    4. CALCULATE ANCHORAGE LENGTH
    Bearing Stress inside the bend, Fbt = (Ft / No. of bars)*(As,req / As,Prov)
    = 22.74 KN
    Ultimate Anchorage Bond Stress, fbu = 0.5 √fcu (BS8110-Part1, Table-3.28)
    = 2.74 N/mm2
    Required Anchorage Length, Lb=Fbt/πφfbu= 140 mm
    Anchorage Length for Standard Bend, Lb = 12*φ
    = 240 mm
    Therefore, Provide Anchorage Length = 240 mm

    You might also like