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    Boundray Wall Design Data Ganj Basoda

    Uploaded by

    Shubham Khare
    The boundary wall will be made of brick supported by a concrete foundation system. The foundation will consist of reinforced concrete columns supported by a concrete strip foundation. Loads on the wall and columns will include dead loads from the self-weight of materials and a wind load calculated according to code. The design of the reinforced concrete columns and tie beams connecting the columns will be based on strength and serviceability limit state calculations to satisfy the applied loads and bending moments.

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    Boundray Wall Design Data Ganj Basoda

    Uploaded by

    Shubham Khare
    217 views6 pages
    The boundary wall will be made of brick supported by a concrete foundation system. The foundation will consist of reinforced concrete columns supported by a concrete strip foundation. Loads on the wall and columns will include dead loads from the self-weight of materials and a wind load calculated according to code. The design of the reinforced concrete columns and tie beams connecting the columns will be based on strength and serviceability limit state calculations to satisfy the applied loads and bending moments.

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    boundray wall design data ganj basoda.xlsx

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    The boundary wall will be made of brick supported by a concrete foundation system. The foundation will consist of reinforced concrete columns supported by a concrete strip foundation. Loads on the wall and columns will include dead loads from the self-weight of materials and a wind load calculated according to code. The design of the reinforced concrete columns and tie beams connecting the columns will be based on strength and serviceability limit state calculations to satisfy the applied loads and bending moments.

    Copyright:

    © All Rights Reserved
    Download as XLSX, PDF, TXT or read online from Scribd
    Download as xlsx, pdf, or txt
    217 views6 pages

    Boundray Wall Design Data Ganj Basoda

    Uploaded by

    Shubham Khare
    The boundary wall will be made of brick supported by a concrete foundation system. The foundation will consist of reinforced concrete columns supported by a concrete strip foundation. Loads on the wall and columns will include dead loads from the self-weight of materials and a wind load calculated according to code. The design of the reinforced concrete columns and tie beams connecting the columns will be based on strength and serviceability limit state calculations to satisfy the applied loads and bending moments.

    Copyright:

    © All Rights Reserved
    Download as XLSX, PDF, TXT or read online from Scribd
    Download as xlsx, pdf, or txt
    of 6

    Design of Boundary Wall

    The boundary wall will be made of brick work. It is supported by bottom plinth beams.These beams a
    columns which are supported by reinforced
    concrete foundation to transfer the load to the soil beneath.
    2700 PLINTH BEAM

    950

    300

    200 300

    Grade of concrete (M-20) 20


    Grade of steel (Fe-415) 415
    Size of column B(mm) 200
    D(mm) 300
    Clear Span of brick wall 2700
    Size of plinth beamB(mm) 300
    D(mm) 300

    Loads Calculation :
    a) Dead Load
    Unit wt. of reinforced concrete (kN/m3)
    25
    Unit wt. of brick (kN/m3) 20
    Unit wt. of soil (kN/m3) 18 200
    I) Self wt. of brick(kN/m) 1.60
    ii) Self wt.of M.S.angle & accessories (kN/m 0.95
    iii) Self wt. of 300 x 300 tie beam (kN/m) 2.25 200
    iv) Self wt. of stone coping (kN/m) 0.3
    b) Wind Load
    Wind loads are calculated as per IS : 875 - Part 3. Design wind speed, Vz = Vb.k1.k2.k3.
    Basic Wind Speed Vb ( m/s ) = 39
    Terrian Category 1 ; Building Class C
    As per Table 1; IS : 875 - Part 3 k 0.9
    As per Table 2; IS : 875 - Part 3, k 0.99
    As per Clause 5.3.3; IS : 875 - Part 3, 1
    Design Wind Velocity Vz ( m/sec 34.749
    Design Wind pressure pz = 0.6 (Vz)2(KN/sqm)= 1.45
    (Considering Drag Force)
    Total design pressure intensity (kN/m) 3.91
    Design of Column :
    Dead load on column
    Due to wall & plinth beam (kN) 12.75
    Self wt. of column (kN) 3.53
    Axial load on one column (kN) 16.28

    Wind load on influence area of 2.7m x 1.6m will act at the c.g. of the exposed area
    Wind load (kN) 6.26
    Wind load Moment at the base of
    column = 6.26 x (0.8 + 0.95 ) kN-m 10.96

    length of column (m) 1.6


    Minimum eccentricities :
    e = L/500 + D/30
    ex (mm) 9.87
    ey (mm) 13.20
    Adopt ex = 20 mm ; ey = 20 mm (Clause 25.4 - IS : 456 - 2000)
    Moments from minimum eccentricity consideration :
    Muex = 1.5 * 16.28 * 20/1000 (kN-m) 0.49
    Muey = 1.5 * 16.28 * 20/1000 (kN-m) 0.49
    Effective length (le)
    B larger direction (as per IS Code) 0.28
    B shorter direction (as per IS Code) 0.65
    Effective length in larger direction (mm) 1607
    Effective length in shorter direction (mm) 1372.5

    Slenderness ratios are : 6.9


    5.4
    Additional Moment due to slenderness:
    Factored Max (kN-m) 0.11
    Factored May (kN-m) 0.12
    Total moment (Ultimate moment for design of column) :
    Mux = (1.5 * 10.96 + 0.11) (N-mm) 16.54
    Muy = (0.49 + 0.12) (N-mm) 0.60
    Ultimate axial force for design
    Pu = 1.5 x 16.28(kN) 24.42
    Clear cover (mm) 40
    Diameter of bar(mm) for column 12
    d' 46
    B (mm) 200
    D (mm) 300
    d'/B 0.230
    d'/D 0.153
    Pu / fckbD 0.020

    Say, p 0.60%
    Ag (sq.mm) 60000 1030.44
    Puz / Ag (N/mm 2)
    Chart 63; SP : 16 14.8
    Puz (kN) 888
    p / fck (Say, reinforcements
    distributed equally on two sides) 0.03
    d'/b 0.230
    Muy1 / fckb2D =0.055 Chart 38; SP : 1 0.055
    Muy1 (kN-m) 13.20
    d'/D 0.153
    Mux1 / fckbD2 = 0.075 Chart 36; SP : 16 0.075
    Mux1 (kN-m) 27.00

    Hence,
    Mux / Mux1 0.613
    Muy / Muy1 0.046
    Pu / Puz 0.028

    For above values of (Pu / Puz) & (Muy / Muy1)


    Mux / Mux1 Chart 64; SP : 16 0.97
    Pt = p =0.6 %
    Reinforcement required (mm2) 360
    No. of 12 Dia. Reinforcement bar 4
    Tie beam 8 φ @ 175 c/c
    Design of Tie Beam (B=300 x D=300) :
    The plinth beam will experience downward load due to
    self wt & brick wall including stone coping at top

    Weight of brick work (kN/m) 1.60


    Self weight of beam (kN/m) 2.25
    Self wt. of stone coping (kN/m) 0.3
    Total (kN/m) 4.15
    L (m) 2.7
    Max Vertical moment (kNm) 3.03
    Factored Mu (kN-m) 4.54
    Clear Cover for Tie beam (mm) 40.00
    Dia of bar (mm) 12.00
    Effective Depth d (mm) 254
    Mu/bd2 (N/mm2) 0.17
    From SP:16,Table 3 for M 20 and fy 415, pt 0.15%
    Ast required (mm2) 135
    For shear, shear force Vu (kN) 8.40
    Vu/bd 0.09
    Maximum Spacing = 0.75 d Clause 26.5.1.5 IS : 456 - 2000
    No. of bars 2
    Provide 2-12φ (top-althr) & 2-12φ (bottom-althr) with 2L-8φ @ 175 mm c/c
    nth beams.These beams are tied with
    ed

    PLINTH BEAM

    FOUNDATION

    1.6

    2.4 2.895

    Vb.k1.k2.k3.
    F.G.L

    TIE BEAM 300 x 300

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