Sloped Footing

7/30/2019 Sloped Footing

1/19

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


2/19

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


3/19


4/19

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 = 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


5/19

1 of 1



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


6/19

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


7/19

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


8/19

1 of 1

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

INPUT

Slab thickness = 250 mmLonger Span = 5.65 m

Shorter Span = 3.67 m



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


9/19

1 of 1CHECKED GH

SHEETTITLE: LOAD CALCULATION (STAIR-1)

GA CONSULTANTS


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


10/19

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


11/19

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 =


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



= 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


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


12/19

of

Length (m)

Moment (Knm) 164

Shear (Kn) 130

DESIGN OF BEAM

Fy = 415 N/mm2

Fck = 20 N/mm2


D = 600 mm

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


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



= 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


2.14

0.69

0.00

7.41 9.42 7.41

40

0.07

11.62

0.00

134

GA CONSULTANTS


TITLE: TFB 13 (300 x750) CHECKED GH

9.42

SHEET

Ast pro (cm2) = 7.41 12.56


13/19

of

Length (m)

Moment (Knm) 0

Shear (Kn) 61

DESIGN OF BEAM

Fy = 415 N/mm2

Fck = 20 N/mm2


D = 600 mm

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


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


TFB -5 ( 300x 600)

PROJECT:

TITLE:

david

GH

DESIGNED


14/19

of

GA CONSULTANTSDATE

SHEETCHECKED


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


= 26

dreq = 432 mm < 562 mm

safe

0.47

span /depth ratio


46.06

Shear Reinforcement


Ast pro (cm2) = 6.03 6.03 6.03 6.036.03 10.0510.05


15/19

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+ + =


16/19

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


Effective Depth

Bending Moment along Short s

Percentage of reinforcement

Shear force along Short span

Bending Moment along Long s


17/19

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


Shear force along Short span

Effective Depth



18/19

1 of 1

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


19/19

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

Documents

Sloped Footing