Combined Footing

Beam Design Beam Data width depth clear cover to main

200 mm 600 mm 15 mm

Material Grades Concrete Steel

20 MPa 415 MPa

Moment

123 KN-m

d' eff depth

36 mm 565 mm

Mu/bd2 xumax Mulim Mulim/bd2

1.93 270 176 2.76

.= cc+ sdia + mdia/2 .= d - d'

.= (700/(1100 * (0.87 * fy)) * d .= 0.36*fck*b*xumax*(d-(0.42*xumax))

Beam is designed as Singly Reinforced Beam

Area of Steel Percentage Area of Steel

Tension (Ast)

Compr (Asc)

0.613 %

-------

Refer Table 2 SP 16 pg 48

692 sqmm

Tension Reinforcement Type Bar dia Layer 1 25 mm Layer 2 16 mm Layer 3 -

Compression Reinforcement Type Bar dia Layer 1 12 mm Layer 2 Layer 3

Nos Area of Steel 2 982 sqmm 2 402 sqmm 2 Total Steel Provided 1384 sqmm Provided Steel OK

Nos 2

Area of Steel

Total Steel Provided

Shear Force (Vu) ζv ζc ζcmax

Type Layer 1 Layer 2 Layer 3

200 KN 1.771 0.562 2.8

Bar Dia 16 mm 12 mm -

Total Steel Provided Sectional Dimensions OK Shear Reinforcements required

Type of stirrup Stirrup diameter Spacing

2 legged 8 mm 150 c/c

#VALUE!

.=Vu / (b * d) Refer Table 61 SP 16 pg 179 Refer Table J SP 16 pg 175

Nos 2 4

1.226 %

or =(0.85 * √(0.8*fck)*√(1+5 β) -1)) / (6 β )

Area of Steel 402 sqmm 452 sqmm 855 sqmm

0.757 %

Steel Calculation

Grade Check 7.1 SRB a b c -p Ast

0.75 -3.611 1.930 0.613 692

.=(0.87435/100) * (fy/fck) 2 .=(0.87/100) * (fy) .=Mu/bd 2 .=-(b ±√(b2-4ac))/2a .=(p*b*d)/100

DRB a b c -p Astlim

0.75 -3.611 2.762 0.955 1079

Mu2 Ast2 Ast

-53 -278 801

.=Mu - Mulim .=Mu2/((0.87*fy)*(d-d')) .=Astlim+Ast2

d'/d fsc fcc Asc

0.10 353 8.92 -291

Refer Table F SP 16 pg 13 .=0.466*fck .=Mu2/((fsc-fcc)*(d-d'))

0.0629 0.1

Min steel % Ast Asc

0.205 692 -291

.=0.85% / fy

Min Steel Max Steel

231 4516

.=(0.85*b*d) / fy .=0.04*b*d)

Ast Asc

692

Pt provided Pc provided

0.757

Shear Calculations

3.068

Shear Capacity of Concrete (Vs) Shear Stg to be caried by Stirrup (Vus) Spacing actual req min max max

150 454 423 300

63 137

.=(Asv*0.87fy*d)/Vus .=(Asv*0.87fy)/(b*0.4) .=0.75d .=300mm

.=ζc*b*d .=Vu-Vs provide the least of the 4

β

.=(Ast*100)/(b*d) .=(Asc*100)/(b*d) .=(0.8*fck)/(6.89*Pt)

.=(0.87435/100) * (fy/fck) 2 .=(0.87/100) * (fy) .=Mulim/bd 2 .=-(b ±√(b2-4ac))/2a .=(p*b*d)/100

Column Design Design Loads Load Moment

Pu Mu

Column Data width depth length

b d l

Grade Concrete Steel

fck fy

Pu/(fckbd) Mu/(fckbd2) d'/d

2000 KN 20 KN-m

200 mm 200 mm 3.00 meters

20 MPa 415 MPa

2.50 0.01 0.05

Minimum eccentricity 1.27 mm ex 1.27 mm ey

OK OK

Refer Chart 31 of SP 16, Page no: 116 pt/fck pt Ast

0.18 3.60% 1440 sqmm

Number of bars dia

nos

25 mm

4

1963 sqmm

20 mm

4

1257 sqmm

20 mm

4

1257 sqmm

Total

12

4477 sqmm

ast

Steel provided OK

● ● ●

● ● ●

4- 25# 4- 20#

● ● ●

● ● ●

4- 20#

Column Design Sl Grid Col No. No

Nos.

Col Col type Shape

Design

Design Constants Load

Moment

Column Data

Grade

Final Ast Req

2

Pu/(fckbdl) Mu/(fckbdl ) d'/d

Ast

Area of Steel

Remark

Check Type 1

Required

Paramenters

Type 2

Total Reinf Provided

Ast less than 1

-

-

C1

R

1500 KN

30 KN-m

30 KN-m

200 mm 750 mm

750 mm 50 mm 3.60 m 20 MPa 415 MPa

0.50

0.01

0.1

0.02

0.40%

600 sqmm

1200 sqmm min Ast req.

12/9/2013

Page 4 of 15

4

12 mm

452 sqmm

2

12 mm 226 sqmm

6

679 sqmm

Steel provided NOT OK

Fig

Slab Design

Slab thickness t Concrete Steel Loading Slab Load Dead Load Live Load Finishes Load Total Load Factored Load

150 mm 20 MPa 415 MPa

fck fy

DL LL WL Ws Wsu

3.750 KN/m 2.000 KN/m 1.000 KN/m 6.750 KN/m 10 KN/m

Slab Data Slab Type Load Longer Span (ly) Shorter Span (lx)

Regular 10 KN/m 9.50 m 4.70 m

Loading on edges W longer

24 KN/m

325 mm

Sunken Slab Load DL Dead Load Filler Load FL LL Live Load Finishes Load WL Wsk Total Load Factored Load Wsku

3.750 KN/m 5 KN/m 3.0 KN/m 1.0 KN/m 12.37 KN/m 19 KN/m

ly/lx ratio Slab type

one way

2.02

-

two way .=(w*lx/2) + (1-(1/3)*(lx/ly) 2 )

.=w*lx/2

W shorter

.=w*lx/3

Moments

Mx

Sunken Depth

one way two way .=w*lx 2 / 8 .= αx * w*lx 2

28 KN-m

.= αy * w*lx 2

Thickness Check Deflection

Area of Steel

OK 10 mm

.=Mulim > Mux or Muy .= 5*W*l 4 /(384EI)

Astx

Refer Chart 4 SP 16 pg 21

667 sqmm

Spacing required in mm 8# x y 75 c/c

10# x 118 c/c

12# y

x 170 c/c

.=ast of bar*1000/ast req

Final Ast provided

or

Refer Table 5-44 SP 16 pg 51-80

x

y

16# y

x 301 c/c

x

Design Calculations

a b cx -px Ast

Min Ast

ly/lx lower value FALSE

TWO WAY 0.75 -3.611 1.654 0.513 667

.=(0.87435/100) * (fy/fck) 2 .=(0.87/100) * (fy) .=Mu/bd 2 .=-(b ±√(b2-4ac))/2a .=(p*b*d)/100

%

mm2

0.12

180

upper value FALSE

.=(0.87435/100) * (fy/fck) 2 a 0.75 b -3.611 .=(0.87/100) * (fy) 2 cy #VALUE! .=Mu/bd -py #VALUE! .=-(b ±√(b2-4ac))/2a Ast #VALUE! .=(p*b*d)/100

Interpolation αx exact lower value value 2.02 #N/A

αy upper value #N/A

interptn. value #N/A

xumax 62 .= (700/(1100 * (0.87 * fy)) * d Mulim 47 KN-m .= 0.36*fck*b*xumax*(d-(0.42*xumax)) Mulim/bd2 2.76 Mux/bd2 1.65 Muy/bd2 #VALUE!

E 2.24E+07 I 2.81E-04 .= bd 3 /12 4 Defln 10.23 .= 5*W*l /(384EI)

0.056

Table 26 IS 456 pg 91

ONE WAY

1 1.1

0.056 0.064

1.2 1.3 1.4

0.072 0.079 0.085

1.5

0.089

2

0.107

Slab thickness Concrete Steel Loading Slab Load Dead Load Live Load Floor Finish Other Load Total Load Factored Load

t fck fy

150 mm 20 MPa 415 MPa

Sunken Depth

450 mm

DL LL FF OL Ws Wsu

3.75 KN/m 3.00 KN/m 1.00 KN/m 0.00 KN/m 7.75 KN/m 12 KN/m

Sunken Slab Load Dead Load Filler Load Live Load Floor Finish Load Total Load Factored Load

DL FL LL WL Wsk Wsku

3.75 KN/m 6.39 KN/m 3.00 KN/m 1.00 KN/m 14.14 KN/m 21 KN/m

Sl. Id

Thickness

Wsu / Wsku

Shorter Span lx

ly/lx

1

Regular

150 mm

12 KN

7.20 m

3.00 m

2.40

1a

Regular

150 mm

12 KN

7.20 m

3.50 m

2.06

2

Regular

150 mm

12 KN

9.20 m

1.50 m

6.13

3

Regular

150 mm

12 KN

5.70 m

2.00 m

2.85

4

Regular

150 mm

12 KN

3.60 m

2.00 m

1.80

5

Regular

150 mm

12 KN

15.00 m

2.60 m

5.77

6

Regular

150 mm

12 KN

6.50 m

5.50 m

1.18

7

Regular

150 mm

12 KN

7.40 m

6.00 m

1.23

8

Regular

150 mm

12 KN

8.30 m

2.40 m

3.46

9

Regular

150 mm

12 KN

6.70 m

3.70 m

1.81

10

Sunken

150 mm

21 KN

6.50 m

5.00 m

1.30

11

Sunken

150 mm

21 KN

5.80 m

4.80 m

1.21

+ + + + + +

W longer

W shorter

Moments

Thickness Check

Mx

Area of Steel

8#

Astx

x

10# y

x

y

x

18 KN/m

14 KN-m

OK

302 sqmm

166 c/c

260 c/c

374 c/c

21 KN/m

18 KN-m

OK

420 sqmm

120 c/c

187 c/c

269 c/c

9 KN/m

3 KN-m

OK

180 sqmm

279 c/c

436 c/c

628 c/c

12 KN/m

6 KN-m

OK

180 sqmm

279 c/c

436 c/c

628 c/c

OK

180 sqmm

OK

224 sqmm

11 KN/m

8 KN/m

5 KN-m

3 KN-m

10 KN-m

16 KN/m

180 sqmm

Spacing provided in mm c/c

12# y

279 c/c 279 c/c 436 c/c 436 c/c 628 c/c 628 c/c 224 c/c

350 c/c

505 c/c

25 KN/m

22 KN/m

26 KN-m

20 KN-m

OK

604 sqmm

468 sqmm

83 c/c 107 c/c 130 c/c 168 c/c 187 c/c 242 c/c

28 KN/m

24 KN/m

32 KN-m

24 KN-m

OK

782 sqmm

567 sqmm

64 c/c

OK

190 sqmm

9 KN-m

14 KN/m

89 c/c

265 c/c

100 c/c 139 c/c 145 c/c 199 c/c 414 c/c

596 c/c

20 KN/m

15 KN/m

17 KN-m

9 KN-m

OK

379 sqmm

203 sqmm

133 c/c 248 c/c 207 c/c 388 c/c 298 c/c 558 c/c

42 KN/m

35 KN/m

41 KN-m

29 KN-m

OK

1066 sqmm

706 sqmm

47 c/c

71 c/c

74 c/c 111 c/c 106 c/c 160 c/c

39 KN/m

34 KN/m

35 KN-m

27 KN-m

OK

869 sqmm

644 sqmm

58 c/c

78 c/c

90 c/c 122 c/c 130 c/c 176 c/c

x

y

+ + + + + +

Slab Name

Sl.No

Longer Span ly

Load

Spacing required in mm Loading on edges

Slab type

Slab Data

Slab type

Design & Reinforcement Details of Slabs

Mark

Location (meters) x y 0 0 1.5 0 3 0 4.5 0 6 0 7.5 0 9 0 10.5 0 12 0 0 1.5 1.5 1.5 3 1.5 4.5 1.5 6 1.5 7.5 1.5 9 1.5 10.5 1.5 12 1.5 0 3 1.5 3 3 3 4.5 3 6 3 7.5 3 9 3 10.5 3 12 3 0 4.5 1.5 4.5 3 4.5 4.5 4.5 6 4.5 7.5 4.5 9 4.5 10.5 4.5 12 4.5 0 6 1.5 6 3 6 4.5 6 6 6 7.5 6 9 6 10.5 6 12 6 0 7.5 1.5 7.5 3 7.5 4.5 7.5 6 7.5 7.5 7.5 9 7.5 10.5 7.5 12 7.5 0 9 1.5 9 3 9 4.5 9 6 9 7.5 9 9 9 10.5 9 12 9 0 10.5 1.5 10.5 3 10.5 4.5 10.5 6 10.5 7.5 10.5 9 10.5 10.5 10.5 12 10.5 0 12 1.5 12 3 12 4.5 12 6 12 7.5 12 9 12 10.5 12 12 12

Values of Moments and Shear force at different locations Moments (KNm) Mx My Mxy 0 0 9 0 0 9 0 0 7 0 0 4 0 0 0 0 0 -4 0 0 -7 0 0 -9 0 0 -9 0 0 9 20 20 8 38 38 6 49 49 3 53 53 0 49 49 -3 38 38 -6 20 20 -8 0 0 -9 0 0 7 38 38 6 69 69 5 91 91 3 98 98 0 91 91 -3 69 69 -5 38 38 -6 0 0 -7 0 0 4 49 49 3 91 91 3 118 118 1 128 128 0 118 118 -1 91 91 -3 49 49 -3 0 0 -4 0 0 0 53 53 0 98 98 0 128 128 0 139 139 0 128 128 0 98 98 0 53 53 0 0 0 0 0 0 -4 49 49 -3 91 91 -3 118 118 -1 128 128 0 118 118 1 91 91 3 49 49 3 0 0 4 0 0 -7 38 38 -6 69 69 -5 91 91 -3 98 98 0 91 91 3 69 69 5 38 38 6 0 0 7 0 0 -9 20 20 -8 38 38 -6 49 49 -3 53 53 0 49 49 3 38 38 6 20 20 8 0 0 9 0 0 -9 0 0 -9 0 0 -7 0 0 -4 0 0 0 0 0 4 0 0 7 0 0 9 0 0 9

Shear (KN) Qx 0 0 0 0 0 0 0 0 0 15 14 10 6 0 -6 -10 -14 -15 27 25 19 10 0 -10 -19 -25 -27 36 33 25 14 0 -14 -25 -33 -36 39 36 27 15 0 -15 -27 -36 -39 36 33 25 14 0 -14 -25 -33 -36 27 25 19 10 0 -10 -19 -25 -27 15 14 10 6 0 -6 -10 -14 -15 0 0 0 0 0 0 0 0 0

Qy 0 15 27 36 39 36 27 15 0 0 14 25 33 36 33 25 14 0 0 10 19 25 27 25 19 10 0 0 6 10 14 15 14 10 6 0 0 0 0 0 0 0 0 0 0 0 -6 -10 -14 -15 -14 -10 -6 0 0 -10 -19 -25 -27 -25 -19 -10 0 0 -14 -25 -33 -36 -33 -25 -14 0 0 -15 -27 -36 -39 -36 -27 -15 0

Staircase Design

Data Effective Span (l) Riser (R) Thread (T) Waist Slab thickness (t) Clear Cover Effective Depth of Waist Slab (d)

3.00 mm 150 mm 300 mm 150 mm 15 mm 135 mm

Grade of Concrete (fck) Grade of Steel (fy)

20 MPa 415 MPa

Loading Loads on going Self weight of waist slab Self weight of steps Live Load Floor Finish Load Total Load Factored Load

Loads on waist slab Self weight of landing slab Live Load Floor Finish Load Total Load Factored Load

4.19 KN/m 1.88 KN/m 3.00 KN/m 1.00 KN/m 10.07 KN/m 15.10 KN/m

Bending Moment Calculate Bending Moment using the equation (W*L*L )/8

Bending Moment = 17 KN-m Reaction to be used as UDL = 23 KN 60 KN-m Area of Main Steel Ast

370 sqmm

Spacing Diameter of bar Spacing across x

12ø 306 c/c

16ø 544 c/c

Provded Main Steel:

Area of Distribution Steel Ast

180 sqmm

Spacing Diameter of bar Spacing across y Provided Distridution Steel:

8ø 279 c/c

10ø 436 c/c

3.75 KN/m 2.00 KN/m 1.00 KN/m 6.75 KN/m 10.13 KN/m

Seismic Zone Seismic Intensity

II 0.1

Table 2 IS 1893 2002 pg 16

z

Importance factor

I

1.5

Table 6 IS 1893 2002 pg 18

Response Reduction Factor

R

3

Table 7 IS 1893 2002 pg 23

Lateral Dimension of Building Height of the of Building

d h

65.6 50.4

meters meters

Fundamental Natural Period

with brick infill Ta 0.560

Type of Soil

Medium Soil

Spectral Acceleration Coefficient

Sa/g

2.428

Design Horizontal Seismic Coefficient

Ah

0.06071

Seismic Weight of Building

W

680034

Design Seismic Base Shear

VB

41284.63 KN

KN

Combined Footing 1

Footing Size Design

Load 1 Load 2 Combine load Design Load

Pu1 Pu2 Pcu Pc

2000 KN 1850 KN 3850 KN 2823 KN

Moment in x dir Moment in y dir

Mux Muy

40 KN-m 40 KN-m

c/c dist b/w col in x dir c/c dist b/w col in y dir Col Dim

SBC Footing Size required Footing Size Provided Area Provided

2.725 meters 0.000 meters x dir y dir

0.20 meters 0.20 meters

q

150 KNm2

A req

18.82 sqmm

L B A prvd

6.00 meters 3.20 meters 19.20 meters

x bar y bar

1.309 0.000

Zx Zx

10.24 19.20

Nup

151 KNm2

Increase the Footing Size

2

Beam Design Total Load Factored Load

W Wu

1.691 meters

151 KNm2 725 KNm2 2.725 meters

1.584 meters

3.20 meters

6.00 meters

725 KNm2

1.69 meters

2.73 meters

Beam Size

width depth

Moment

Mb

1.58 meters

600 mm 900 mm 898 KN-m

Design the beam from the BEAM DESIGN SHEET Bottom Reinforcement Type Layer 1 Layer 2 Layer 3

Bar dia 25 mm 25 mm -

Nos 6 6

Area of Steel 2945 sqmm 2945 sqmm

Total Steel Provided 5890 sqmm Percentage of Steel 1.148 % Top Reinforcement Type Layer 1 Layer 2 Layer 3

Bar dia 25 mm 20 mm -

Nos 6 6

Area of Steel 2945 sqmm 1885 sqmm

Total Steel Provided 4830 sqmm

3

Slab Design

Net upward pressure

Bending Moment Factored Moment Concrete Steel Minimum Depth Required Depth Provided Clear Cover Effective Cover Effective Depth Area of Steel across x dir 1014 sqmm

Ast across x direction Dist Ast across y direction

4

Nup l

151 KNm2 1.30 meters

Ms Mus

128 KN-m 191 KN-m

fck fy

20 MPa 415 MPa

dmin

264

D c d' d'

600 mm 50 mm 56 mm 544 mm

12# 112 c/c

Spacing c/c in mm 16# 198 c/c

12 mm dia @ 100 mm c/c 8 mm dia @ 175 mm c/c

Shear Check for Slab Vu1 ζv

171 KN 0.315 MPa

ζc

0.316 MPa

Shear Check OK

/=width of footing from col face M=Nup*l 2 /2 1.5*Ms

d=sqrt(Ms/Rumax*1000*b)

20# 310 c/c

1131 sqmm 287 sqmm

5 6.00 meters

3.20 meters

600 mm

1.7 meters

2.73 meters

1.6 meters

600 mm

6 - 25 mm dia 6 - 25 mm dia

600 mm

900 mm

6 - 25 mm dia 6 - 20 mm dia

250 mm

8 mm dia @ 175 mm c/c

6 - 25 mm dia 6 - 20 mm dia

6 - 25 mm dia 6 - 25 mm dia

12 mm dia @ 100 mm c/c