Sloped Footing

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    RECTANGULAR BEAM

    fy = 415 N/mm2 FS = 1.50

    fck = 15 N/mm2

    clear cover = 25 mm

    25 mm b = 300 mm

    bar dia = 25 mm D = 600 mm

    Mu Mu/bd2

    pt pc Ast req Asc req Ve zv pt zc Vus

    212 3.67 1.22 0.51 19.60 8.29 116 1.08 0.61 0.50 93.50 8

    11 0.18 0.05 0.00 0.83 0.00 156 1.45 0.03 0.13 213.61 10

    26.5 0.46 0.13 0.00 2.13 0.00 138 1.28 0.07 0.20 175.44 8

    12.4 0.21 0.06 0.00 0.97 0.00 159 1.48 0.03 0.14 216.52 8

    128 2.22 0.76 0.05 12.25 0.80 100 0.93 0.38 0.42 82.83 10

    Muli

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    d = 537.5 mm

    d/d' = 0.12

    = 2.06

    mm @ 417.09 mm

    mm @ 142.63 mm

    mm @ 111.15 mm

    mm @ 90.06 mm

    mm @ 367.82 mm

    spacing

    it /bd2

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    Grade of concrete = 30 N/mm2

    Grade of steel = 500 N/mm2

    Unit weight of concrete = 25 kN/m3

    Thickness of waist slab = 200 mm

    Steps

    Riser = 150 mm

    Tread = 300 mm

    tan = riser / tread

    = 0.5

    = 26.56 degree

    a) Weight of waist slab = 5.00 KN/m2

    5/cos = 5.59 KN/m2

    b) Weight of Steps = 1.875 KN/m2

    c) Weight of floor finish = 1.00 KN/m2

    Total dead load = 8.46 KN/m2

    d) Imposed load

    (Is 875 (part-2)-1987)

    Business & office building = 4.00 KN/m2

    = 12.46 KN/m2

    = 10.59 KN/m2

    Dead load + live load on Landing

    Dead Load

    Live Load

    (0.20*25)

    GA CONSULTANTSDATE

    DESIGNED

    CHECKED

    davidPROPOSED SIGNATURE TOWER FOR IT SEZ OF

    SHEET

    21-Jun-08

    LOAD CALCULATION (STAIR-1)TITLE:

    PROJECT:

    Weight of waist slab per

    metre horizontal

    (0.15*0.30*25*1/0.30*2)

    Dead load + live load on Flight

    INPUT

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    1 of 1

    Grade of concrete = 30 N/mm2

    Grade of steel = 500 N/mm2

    Unit weight of concrete = 25 kN/m3

    Thickness of waist slab = 150 mm

    a) Weight of slab = 3.75 KN/m

    2

    b) = 1.50 KN/m2

    c) duct = 0.50 KN/m2

    d) Screed and floor finish = 2.00 KN/m2

    Total dead load = 7.75 KN/m2

    d) Imposed load

    (Is 875 (part-2)-1987)

    Business & office building = 4.00 KN/m2

    = 11.75 KN/m2

    TITLE: LOAD CALCULATION (STAIR-1)

    Dead load + live load

    Dead Load

    Partition wall load

    Live Load

    INPUT

    (0.150*25)

    CHECKED

    GA CONSULTANTS

    PROJECT: PROPOSED SIGNATURE TOWER FOR IT SEZ OF DESIGNED davidDATE

    SHEET

    21-Jun-08

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    OF

    DESIGN AS PER IS 456:2000mm

    Grade of concrete = N/mm2

    Grade of steel = N/mm

    Unit wt of concrete = kN/m3

    Size of the panel = mm x mm

    Thickness of slab = mm

    Main reinforcement = mm

    Cover to reinforcement = mm

    SLAB TYPE

    Ly / Lx = 6500 / 3000 = HENCE ONE WAY SLAB mm

    Slab - One Way Continuous Slab

    EFF. DEPTH & SPAN

    i) Eff. Depth d = 125 - 20 - 8/2 = mm

    ii) Width of support = mm

    Clear span of slab = mm

    Clear span/12 = < (As per IS 456:2000, clause 22.2 (b)-1)

    Eff. Span: Leff = mm

    LOAD

    i) Self wt of slab = 20 x 0.125 x 1= kN/m2

    weight of filling = kN/m2

    Floor Finish + Partition = kN/m2

    Total Dead Load = kN/m2

    ii) Live Load = kN/m2

    (As per IS:875 (Part 2) - Pg 14)

    MOMENT & SHEAR FORCE

    Max -ve moment at support next to end support

    Mu -ve = 1.5 x [ (4.5 x 2.7 2 /10) + (2 x 2.7 2 /9) ]

    = kN-m (As per IS 456:2000, Table 12)

    Max +ve moment near middle of end span

    Mu +ve = 1.5 x [ (4.5 x 2.7 2 /12) + (2 x 2.7^2 /10) ]

    = kN-m

    Max.shear force Vu = 1.5 x 0.6(4.5+2) x 2.7 (As per IS 456:2000, Table 13)

    = kN

    CHECK FOR DEPTH

    Mu limit = fck b d2

    (For Fe415)

    x 10^6 = 0.138 x 20 x 1000 x d^2

    dreqd = mm < d provided = mm Depth safe

    Hence provide D = mm d = mm

    225 300

    GA CONSULTANTS

    1GH

    SHEET

    DATE

    415

    2-Sep-07

    20

    6500 3000

    2.167

    20

    125

    300

    0

    2700

    8

    1

    3000

    david

    mm

    2.5

    101

    25

    6500

    2

    6.288

    52

    125

    7.4

    7.4

    101

    15.8

    0.138

    101

    2700

    4.50

    PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE

    TITLE: Design of slab at +102.075 m level

    DESIGNED

    CHECKED

    2

    2700

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    OF

    GA CONSULTANTS

    1GH

    SHEET

    DATE

    2-Sep-07

    1

    davidPROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE

    TITLE: Design of slab at +102.075 m level

    DESIGNED

    CHECKED

    MAIN REINFORCEMENT

    M = 0.87 x fy x Ast x d x (1- fy x Ast)

    fck*b*d

    Max M for thk = kN-m

    support next to end support

    Ast = mm2

    Provide 12 mm bars @ 525 mm c/c spacing pt =

    near middle of end span

    Ast = mm2

    Provide 10 mm bars @ 439 mm c/c spacing pt =

    DISTRIBUTION REINFORCEMENT

    Ast = 0.12% b D

    = mm2

    Provide 8 mm bars @ mm c/c spacing

    CHECK FOR SHEARv = Vu / bd =k c = x = (As per clause 40.2.1.1 & Table19, IS456:200)

    k c > v Slab safe against shear failure

    CHECK FOR DEFLECTION CONTROL

    Pt = %

    fs = N/mm

    L = L x k t = 26 x (As per clause 23.2.1a & Fig4, IS456:2000)d max d basic =

    L = = < Slab safe against excessive deflection

    d provided

    0.177

    101

    0.16

    125

    0.44

    45.73

    1.3 0.34

    179

    2700 26.7

    7.4

    45.73

    1.76

    0.21

    237

    212

    150 300

    0.213

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    Reference - Dwg no: O7065-C-IT-01-RC-0026

    INPUT

    Slab thickness = 250 mmLonger Span = 5.65 m

    Shorter Span = 3.67 m

    Grade of concrete = 20 N/mm2

    Grade of steel = 415 N/mm2

    Clear cover = 25 mm

    Load factor = 1.5

    Boundry condition =

    EFFECTIVE SPAN

    Longer Span ly = 5.856 m

    Shorter Span lx = 3.890 m

    Span Ratio = 1.51 TWO WAY SLAB

    Effective Depth: Longer Span side = 211 mm

    Shorter Span side = 220 mm

    LOAD CALCULATION

    Self weight of slab = 25 x (250/1000) = 6.25 kN/m2

    = 1.50 kN/m2 Filing = kN/m

    2

    Live Load = 2.00 kN/m2

    TOTAL LOAD (w) = 9.75 kN/m2

    MOMENT CALCULATION

    Factd Bending Moment = 1.5 w lx2

    Shorter Span: -ve mmt coefficient = 0.053

    +ve mmt coefficient = 0.041

    -ve B.M = 1.5 x 9.75 x 0.053 x 3.89^2 = 11.73 kN-m

    +ve B.M = 1.5 x 9.75 x 0.041 x 3.89^2 = 9.07 kN-m

    Longer Span: -ve mmt coefficient = 0.032+ve mmt coefficient = 0.024

    -ve B.M = 1.5 x 9.75 x 0.032 x 3.89^2 = 7.08 kN-m

    +ve B.M = 1.5 x 9.75 x 0.024 x 3.89^2 = 5.31 kN-m

    DEPTH CHECK

    i) W.r.t to moment

    Mu = 0.1389 fck b d^2

    CHECKED GHSHEET

    Floor finish and

    Partition

    TITLE: LOAD CALCULATION (STAIR-1)

    Interior panel

    5.6

    5

    3.67

    GA CONSULTANTS

    PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED davidDATE

    21-Jun-08

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    1 of 1CHECKED GH

    SHEETTITLE: LOAD CALCULATION (STAIR-1)

    GA CONSULTANTS

    PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED davidDATE

    21-Jun-08

    d = sqrt(11.73 x 10^6 / (0.1389 x 20 x 250)) = 65 mm

    D = 95 mm

    ii) W.r.t to deflection

    d = Span / (Span-depth ratio x kt) = 68 mm

    D = 98 mm

    REINFORCEMENT REQUIRED

    Min Ast Reqd

    Shorter Span -ve

    +ve

    Longer span -ve

    +ve

    REINFORCEMENT PROVIDED

    Ast provided (mm2)

    Shorter Span Support Y- 10 @ 175 449

    Span Y- 10 @ 200 393

    Longer span: Support Y- 8 @ 175 287

    Span Y- 8 @ 175 287

    0.12 0.033 70 300

    300

    0.19 0.052 115 300

    0.16

    Mu/bd2

    Ast reqdPt reqd

    0.24 0.068 150

    %

    0.044 94 300

    mm2

    mm2

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    of

    Length (m)

    Moment (Knm) 1,062

    Shear (Kn) 717

    DESIGN OF BEAM

    Fy = 415 N/mm2

    Fck = 20 N/mm2

    Dimensions of Beam b = 300 mm d' =

    D = 750 mm

    Effective Depth of Beam d = 682.5 mm d'/d =

    Mu limit = 2.76 b d2

    7.60 0.00

    2.44 0.20

    1.53 0.00

    50.00 4.10

    31.23 0.00

    2 - 32 thr

    3 - 32 1 - 12

    2 - 25

    4 - 25 thr

    Shear Reinforcement

    zv = 3.50 N/mm2

    zc = 0.74 N/mm2

    pt = %

    Vus = KN

    Spacing of Stirrups sv = 0.87 fy Asv d /Vus

    provide 2 legged Y 12 @ 99 mm c/c at support

    Check for deflection

    = 20

    dreq = 299 mm < 683 mm

    CHECKED

    GH

    5.975

    67.5

    0.10

    0

    232

    715

    5.12

    span /depth ratio

    Reinforcement details

    564.88

    1.68

    34.37

    0.74

    1.68

    pc =

    Asc (cm2) =

    Ast (cm2) =

    15.21

    Main Reinforcement

    Mu /bd2 =

    safe

    Ast pro (cm2) = 29.44 17.2140.19

    pt =

    GA CONSULTANTS

    PROJECT:

    TITLE:

    PROPOSED ANNALAKSHMI FLATS AT COIMBATORE

    TFB 13 (300 x750)

    DATE

    SHEET

    DESIGNED

    DAVID

    8/28/2013

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    of

    Length (m) 6

    Moment (Knm) 452 406

    Shear (Kn) 332

    DESIGN OF BEAM

    Fy = 415 N/mm2

    Fck = 20 N/mm2

    Dimensions of Beam b = 300 mm d' =D = 600 mm

    Effective Depth of Beam d = 557.5 mm d'/d =

    Mu limit = 2.76 b d2

    4.85 4.05

    1.58 1.34

    0.64 0.40

    26.43 22.45

    10.73 6.65

    2 - 25 thr

    4 - 20 4 - 20 2 - 25

    2 - 25 2 - 20

    2 - 25 thr

    22.37

    Shear Reinforcement

    zv = 2.18 N/mm2

    zc = 0.71 N/mm2

    pt = %

    Vus = KN

    Spacing of Stirrups

    sv = 0.87 fy Asv d /Vus

    provide 2 legged Y 10 @ 128 mm c/c at support

    Check for deflection

    = 26

    dreq = 231 mm < 557.5 mm

    1.56

    331

    SHEET

    26.16

    0.08

    0.63

    19.63

    1.43

    3.49

    246.05

    pc =

    1.43

    3.73

    23.96

    Asc (cm2) = 8.20

    Ast pro (cm2) = 16.09

    span /depth ratio

    Reinforcement details

    0.49

    4.79

    19.63

    325

    10.46

    Main Reinforcement

    4.35Mu /bd2 =

    447

    364

    pt =

    CHECKED

    Ast (cm2) =

    22.37

    DATE

    TITLE: GH

    0.22

    19.60

    1.17

    6

    TFB 13 (300 x750)

    42.5

    GA CONSULTANTS

    PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED david

    378

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    of

    Length (m)

    Moment (Knm) 164

    Shear (Kn) 130

    DESIGN OF BEAM

    Fy = 415 N/mm2

    Fck = 20 N/mm2

    Dimensions of Beam b = 300 mm d' =

    D = 600 mm

    Effective Depth of Beam d = 560 mm d'/d =

    Mu limit = 2.76 b d2

    1.74 2.13 0.11

    0.54 0.69

    0.00 0.00

    9.15 11.55

    0.00 0.00

    2 - 20 thr

    1 - 16 2 - 20 1 - 20 1 - 20

    1 - 12 1 - 12 1 - 12

    2 - 20 thr

    8.29

    Shear Reinforcement

    zv = 1.01 N/mm2

    zc = 0.42 N/mm2

    pt = %

    Vus = KN

    Spacing of Stirrups sv = 0.87 fy Asv d /Vus

    provide 2 legged Y 8 @ 202 mm c/c at support

    Check for deflection

    = 26

    dreq = 283 mm < 560 mm

    7.35

    10

    pt =

    6.85 4.5

    111 73 200

    0.22 0.20

    pc =

    Main Reinforcement

    1.18Mu /bd2 =

    0.35

    0.00

    0.88

    0.77

    Asc (cm2) =

    Ast (cm2) =

    0.00 0.00

    5.93 3.76

    100.25

    0.35

    2.59

    0.00

    0.00

    14.78

    0.00

    0.00 0.00

    3.36

    201

    165

    244

    170

    span /depth ratio

    Reinforcement details

    2.14

    0.69

    0.00

    7.41 9.42 7.41

    40

    0.07

    11.62

    0.00

    134

    GA CONSULTANTS

    PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED davidDATE

    TITLE: TFB 13 (300 x750) CHECKED GH

    9.42

    SHEET

    Ast pro (cm2) = 7.41 12.56

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    of

    Length (m)

    Moment (Knm) 0

    Shear (Kn) 61

    DESIGN OF BEAM

    Fy = 415 N/mm2

    Fck = 20 N/mm2

    Dimensions of Beam b = 300 mm d' =

    D = 600 mm

    Effective Depth of Beam d = 562 mm d'/d =

    Mu limit = 2.76 b d2

    0.00 2.12

    0.20 0.69

    0.00 0.00

    3.372 11.56

    0.00 0.00

    6.30

    1.54

    38

    0.07

    146

    125

    0.47

    7.98

    0.00

    0.00

    6.528

    pt =

    pc =

    Main Reinforcement

    1.05Mu /bd2=

    0.31

    100

    4.08

    0.00

    0.24

    0.00

    6.13

    0.00

    5.26

    1.21

    6.84

    0.00

    0.41

    0.83 1.34

    0.36

    0.00 0.00

    2.50

    0.84

    0.00

    14.16

    0.00

    10.6

    108

    8.6

    201 23779 127115

    94

    Asc (cm2) =

    Ast (cm2) =

    0.00 0.00

    GA CONSULTANTSDATE

    SHEETCHECKED

    PROPOSED ANNALAKSHMI FLATS AT COIMBATORE

    TFB -5 ( 300x 600)

    PROJECT:

    TITLE:

    david

    GH

    DESIGNED

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    of

    GA CONSULTANTSDATE

    SHEETCHECKED

    PROPOSED ANNALAKSHMI FLATS AT COIMBATORE

    TFB -5 ( 300x 600)

    PROJECT:

    TITLE:

    david

    GH

    DESIGNED

    2 - 16 thr

    1 - 12 1 - 16 3 - 16 3 - 16 1

    1 - 16 1 - 16 1 - 16 1 - 16

    2 - 16 thr

    5.15

    zv = 0.74 N/mm2

    zc = 0.47 N/mm2

    pt = %

    Vus = KN

    Spacing of Stirrups

    sv = 0.87 fy Asv d /Vus

    provide 2 legged Y 8 @ 440 mm c/c at support

    = 26

    dreq = 432 mm < 562 mm

    safe

    0.47

    span /depth ratio

    Reinforcement details

    46.06

    Shear Reinforcement

    Check for deflection

    Ast pro (cm2) = 6.03 6.03 6.03 6.036.03 10.0510.05

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    INPUT

    Grade of Concrete fck = 20 N/mm2

    Grade of steel fy = 500 N/mm2

    Maximum Axial load on the Footing P = 3500.00 KN

    Maximum Moment about X-axis Mx = 0.00 KNm

    Maximum Moment about Y-axis My = 0.00 KNm

    Self weight of foundation 5 = 175 KN

    As per soil report the Safe bearing capacity of soil SBC = 200 KN/m2

    Total load acting on soil = 3675.00 KN

    Area of footing required Af = 18.38 m2

    i) Dimensions of foundation

    Length L = 5.03 m

    Bredth B = 3.65 m

    Depth at end D1 = 0.38 m

    Depth at support D2 = 1.03 m

    Efffective depth d = 1.34 m

    Column Dimensions b = 0.90 m

    D = 0.75 m

    ii) Net Upward pressure ( W )

    P 6Mx 6My

    A BL2 LB2

    x

    KN/m2

    LOAD 430T

    200.17+ + =

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    LOAD 430T

    L

    y'

    yB

    y

    x'

    dy

    1

    iii) Short span x

    = (wy'2) = B.M = 458.35 KNm

    2Mu/bd

    2= 0.38

    pt = 0.109 %

    Ast = 14.54 cm2

    = (wy1) = (V) = 160.14 KN

    (d1) = 0.70 m

    Vu/bd1 = 0.34 N/m2

    from table No:61 pt = 0.22 %

    Ast = 15.68 cm2

    Provide Y 20 at 200 mm c/c

    iv) Long span

    = (wx'2) = B.M = 189.22 KNm

    2Mu/db

    2= 0.16

    pt = 0.044 %

    Percentage of reinforcement

    Area of steel required

    Area of steel required

    Effective Depth

    Bending Moment along Short s

    Percentage of reinforcement

    Shear force along Short span

    Bending Moment along Long s

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    LOAD 430T

    Ast = 4.12 cm2

    = (wx1) = (V) = 7.01 KN

    (d1) = 0.39 m

    Vu/bd1 = 0.03 N/m2

    from table No:61 pt = 0.00 %

    Ast = 7.90 cm2

    Provide Y 16 at 255 mm c/c

    v) Check for Punching shear

    Punching shear force = (L x B - A x a) x w = 3,539.89 KN

    Area resisting punching = 2(A+a) x (D1+D2-0.06) = 4422000.0 mm2

    Punching shear stress = Shear force / Area resisting = 0.801 N/mm2

    Allowable shear stress = Ks x c

    = (0.5+a/A) = 1.333333

    If Ks is greater than 1 take Ks as 1

    = 0.25 fck = 1.118

    = 1 x 1.118 = 1.118 N/mm2

    SAFE

    Area of steel required

    Shear force along Short span

    Effective Depth

    Area of steel required

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    INPUT

    Grade of Concrete (fck) = 20 N/mm2

    Grade of steel (fy) = 415 N/mm2

    Factored Axial load on the column ( Pu ) = 3025.91 KN

    Factored Moment parallel to X-axis ( Mux ) = 103.52 kN.m

    Factored Moment parallel to Y-axis ( Muy ) = 56.00 kN.m

    Width (b) = 30.00 cm

    Depth (D) = 100.00 cm

    Assuming percentage of Reinforcement pt = 2.50 %

    pt/ fc = 0.13

    ii) Uniaxial moment capacity of the section about XX-axis

    d' / D = = 0.05

    0.1 will be used

    Pu / fckbD = = 0.50

    Mu / fckbD2

    Ref. chart 44 = 0.09

    Mux1 = = 540.00 KNm

    iii) Uniaxial moment capacity of the section about YY-axis

    d' / D = = 0.18

    0.2 will be used

    Mu / fckDB2

    Ref. chart 46 = 0.07

    Muy1 = = 126.00 KNm

    TITLE:

    PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE

    LOAD CALCULATION (STAIR-1)

    DESIGNED david

    GA CONSULTANTS

    CHECKED

    DATE

    SHEET

    21-Jun-08

    Chart ford' / D =

    Assumed size of the column

    3025.914x10^3/20x30x100

    0.09x20x30x100^2/10^6

    5.25/30

    Chart ford' / D =

    5.25/100

    0.07x20x30x100^2/10^6

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    iv)

    Referring to chart 63

    Puz / Ag = 16.50 N/mm2

    There fore Puz

    = = 4949.97 KN

    Pu / Puz = 0.61

    Mux / Mux1 = 0.19

    Muy / Muy1 = 0.44

    = 0.44 < 0.96

    safe

    = 75 Sqcm

    Provide 8 Nos of Y 25 + 8 Nos of Y 25

    = 78.50 Sqcm

    Calculation of Puz

    16.4999100375x30x100/10

    Area of Steel Provided

    Area of Steel Required

    Referring to chart 64, the permissible value of Mux/Mux1

    corresponding to theabove values of Muy/Muy1 and Pu/Puz is