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    Pier Cap Corbel 30m SG

    Uploaded by

    SM Consultants
    This document provides design calculations for the reinforcement of a pier cap with a corbel condition. It includes calculations to check the shear span ratio and shear stress, determine the required shear friction, direct tension, and flexural tension reinforcement, and calculate the required area of stirrups. The calculations show that all design checks are satisfied by the reinforcement quantities calculated.

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

    Pier Cap Corbel 30m SG

    Uploaded by

    SM Consultants
    320 views3 pages
    This document provides design calculations for the reinforcement of a pier cap with a corbel condition. It includes calculations to check the shear span ratio and shear stress, determine the required shear friction, direct tension, and flexural tension reinforcement, and calculate the required area of stirrups. The calculations show that all design checks are satisfied by the reinforcement quantities calculated.

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    Original Title

    Pier cap Corbel 30m SG

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    This document provides design calculations for the reinforcement of a pier cap with a corbel condition. It includes calculations to check the shear span ratio and shear stress, determine the required shear friction, direct tension, and flexural tension reinforcement, and calculate the required area of stirrups. The calculations show that all design checks are satisfied by the reinforcement quantities calculated.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    320 views3 pages

    Pier Cap Corbel 30m SG

    Uploaded by

    SM Consultants
    This document provides design calculations for the reinforcement of a pier cap with a corbel condition. It includes calculations to check the shear span ratio and shear stress, determine the required shear friction, direct tension, and flexural tension reinforcement, and calculate the required area of stirrups. The calculations show that all design checks are satisfied by the reinforcement quantities calculated.

    Copyright:

    © All Rights Reserved
    Download as PDF, TXT or read online from Scribd
    Download as pdf or txt
    of 3

    Corbel

    DESIGN CHECK FOR PIER CAP WITH CORBEL CONDITION

    Data for the Short cantilever


    Width of the cap B 3000.00 mm
    Vertical drop of cap 1800.00 mm
    Inclined drop 0.00
    Overall Depth = d = 1800.0 mm
    Shear Span = a = 350 mm
    Cover = 50 mm
    Effective Depth = d' = 1750 mm
    Depth of Bracket = S = 1800 mm
    2
    28-day strength of conc = fc' = 30 N/mm
    2
    Yield Stress of Steel = fsy = 500 N/mm

    Design:
    LOAD ESTIMATION ON CORBEL

    DL + LL on Bearing 207.916
    DL + LL on Conveyor 41.58

    Total vertical load on Bearing 249.496 T


    374.244 T

    Load Summary
    LOAD DESCRIPTION VL ( T ) M L ( T m ) HL ( T )
    Dead Load 374.24 0 0

    So total Horizontal Force per m Span = 0.000 / 3.000 = 0.000 T/m


    So total Vertical Force per m Span = 374.244 / 3.000 = 124.748 T/m

    Net Shear due to Moment = 0.000 / 0.350 = 0.000 T


    So Net Shear due to Moment per m Span = 0.000 / 3.000 = 0.000 T/m

    Vu per meter Span = 124.748 + 0.000 = 124.748 T/m

    Data for the Short cantilever


    Span = a = 350 mm
    Effective Depth = d' = 1750 mm
    Depth of Bracket = S = 1800 mm
    Eff Depth of Bracket = S = 1750 mm
    28-day strength of conc = fc' = 30 N/mm2
    Ultimate Shear Value = Vu = 124.748 T/m

    Condition : Check Shear Span


    <1
    Effective Depth
    350 / 1750 = 0.200 < 1 SAFE

    Step - 1 Ensure S / d' > 0.5


    1800 / 1750 = 1.029 >0.5 SAFE
    Corbel

    Step - 2 Ensure Vu / bd < 0.15 fc'


    Effective width of cantilever is lower of the centre to centre bearing or twice thedepth of the cantilever

    where ; Vu = Ultimate Shear Value= 124.748 T/m


    b= Width of Cantilever = 1000.0 mm
    d= 0.8 of effective depth = 1400 mm
    2
    fc' = 28-day strength of conc 30 N/mm
    2
    0.15 fc' = 4.5 N/mm
    Vu / bd = 124.748 x10000 /( 1000 x 1400 )=
    2 2
    0.891057143 N/mm < 4.5 N/mm SAFE

    Step - 3 Calculate Shear - Friction reinforcement Avf


    Vu
    Avf =
    0.85x fsy x m

    2
    where; fsy = Yield stress of reinf. 500 N/mm
    m= 1.0 Assumed
    m= 1.4 Concrete placed monolithically across interface
    1.0 Concrete placed against hardened concrete but with roughened surface
    0.7 Concrete anchored to structural steel
    0.6 Concrete placed against hardened concrete but with surface not roughened

    2
    Avf = Vu = 124.748 x10000/0.85( 500 x 1.0 )= 2935.247 mm
    0.85x fsy x m

    Step - 4 Calculate Direct Tension reinforcement At


    Hu
    At =
    0.85x fsy

    Hu = 1.7 x actual horizontal force in working load condition


    but not less than 0.2 x Vu

    1.7 x Hor. Force = 1.7 x 0.00 = 0.000 T/m


    0.2 x Vu = 0.2 x 24.950 = 4.990 T/m

    Hence, Hu = 4.990 T/m

    2
    At = 4.990 x 10000 / ( 0.85 x 500.0 )= 117.4099 mm

    Step - 5 Calculate Flexural -Tension reinforcement Af


    [Vu a + Hu ( h - d') ]
    Af =
    0.85 x fsy x d
    Vu = 24.9496 T/m
    a= 350 mm
    Hu = 4.98992 T/m
    h= 1800 mm = Overall depth
    d' = 1750 mm
    2
    fsy = 500 N/mm
    d= 0.8 of effective depth = 1400 mm

    2
    Af = 150.96 mm

    Step - 6 Compare total primary tensile reinforcement As

    2
    As not less than ( Af + At ) 268.37 mm /m
    2
    not less than 2/3 Avf + At 2074.24 mm /m
    2
    not less than (0.04 f'c/ fsy) bd' 4200.00 mm /m
    2
    where f'c = 30 N/mm
    2
    fsy = 500 N/mm
    b= 1000 mm assuming for 1m
    d' = 1750 mm

    2
    Required As = 4200.00 mm /m
    Corbel

    Providing HYSD Bars of 32 mm f Nos. per M = 5.222 Nos or say 191.5 mm c/c
    Hence Provide HYSD 32 mm f at 150 mm c/c

    Step - 7 Calculate total section area Ah of stirrups


    to be provided horizontally, one below other, below and next to As

    2
    Ah not less than 0.5 Af 75.48 mm /m
    2
    not less than 0.333 Avf 977.44 mm /m

    2
    Hence, Provide Ah = 977.44 mm /m
    These stirrups shall be provided below As and within 2/3rd d' below As

    2
    Assuming provision of 5 layers Hence, Required Ah = 195.49 mm /m/ layer
    Provide 16 mm f 4 L /m
    2
    Hence, Provide Ah = 804.25 mm /m/ layer

    Step - 8 Calculate Vertical Shear Reinforcement *Av > 195.49 m2


    SAFE
    ( Vu - Vc )p
    *Av= 0.5
    fsy x d

    2
    where; fsy = 500 N/mm
    Vu = 124.748 T/m
    Vc = 10bd in Kg, where, b and d are in cm
    b= 1000 mm Assume for 1m
    Effective d= 1750 mm
    So Vc = 175 T/m
    Pitch p= 200 mm Assumed

    2
    *Av = -57.43086 mm

    Assuming HYSD Bar of 12 mm f Nos. of Bars = -0.508 per m


    Provide 12 mm f 4 L /m
    2
    Hence, Provide *Av = 452.39 mm /m SAFE

    Not less than 2240.0 mm As Bars 32 mm f at 150 mm c/c


    32 mm f Anchor Bar

    Not less than 800.0 mm

    Framing Bars Same dia as Ah Bars


    Ah Bars in 5 layers 16 mm f at 150 mm c/c
    16 mm f 4 L/m

    Vertical Stirrups in 200 mm Pitch and of size


    12 mm f 4 L/m
    Reinforcement from PIER

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