Combined Footing

(1)

Beam Data

width 200 mm

depth 600 mm d' 36 mm .= cc+ sdia + mdia/2

clear cover to main 15 mm eff depth 565 mm .= d - d'

Material Grades Concrete 20 MPa Steel 415 MPa Moment 123 KN-m Mu/bd2 1.93 xumax 270 .= (700/(1100 * (0.87 * fy)) * d Mulim 176 .= 0.36*fck*b*xumax*(d-(0.42*xumax)) Mulim/bd2 2.76

Beam is designed as Singly Reinforced Beam

Area of Steel Tension (Ast) Compr (Asc)

Percentage 0.613 % --- Refer Table 2 SP 16 pg 48

Area of Steel 692 sqmm

Tension Reinforcement

Type Bar dia Nos Area of Steel

Layer 1 25 mm 2 982 sqmm

Layer 2 16 mm 2 402 sqmm

Layer 3 - 2

1384 sqmm 1.226 %

Compression Reinforcement

Layer 1 12 mm 2

Layer 2

-Layer 3

#VALUE!

Shear Force (Vu) 200 KN

ζv 1.771 .=Vu / (b * d)

ζc 0.562 Refer Table 61 SP 16 pg 179 or =(0.85* √(0.8*fck)*√(1+5 β) -1)) / (6 β ) ζcmax 2.8 Refer Table J SP 16 pg 175

Type Bar Dia Nos Area of Steel

Layer 1 16 mm 2 402 sqmm

Layer 2 12 mm 4 452 sqmm

Layer 3

-855 sqmm 0.757 %

Sectional Dimensions OK Shear Reinforcements required

Type of stirrup 2 legged Stirrup diameter 8 mm Spacing 150 c/c

Beam Design

Total Steel Provided Provided Steel OK

Total Steel Provided Total Steel Provided

(2)

Steel Calculation Grade Check 7.1 SRB DRB a 0.75 .=(0.87435/100) * (fy/fck)2 a 0.75 .=(0.87435/100) * (fy/fck)2 b -3.611 .=(0.87/100) * (fy) b -3.611 .=(0.87/100) * (fy) c 1.930 .=Mu/bd2 c 2.762 .=Mulim/bd2 -p 0.613 .=-(b±√(b2-4ac))/2a -p 0.955 .=-(b±√(b2-4ac))/2a Ast 692 .=(p*b*d)/100 Astlim 1079 .=(p*b*d)/100

Mu2 -53 .=Mu - Mulim

Ast2 -278 .=Mu2/((0.87*fy)*(d-d')) Ast 801 .=Astlim+Ast2 0.0629 d'/d 0.10 0.1 fsc 353 Refer Table F SP 16 pg 13 fcc 8.92 .=0.466*fck Asc -291 .=Mu2/((fsc-fcc)*(d-d')) Min steel % 0.205 .=0.85% / fy Ast 692 Asc -291 Min Steel 231 .=(0.85*b*d) / fy Max Steel 4516 .=0.04*b*d) Ast 692 Asc Shear Calculations Pt provided 0.757 .=(Ast*100)/(b*d) Pc provided .=(Asc*100)/(b*d) β 3.068 .=(0.8*fck)/(6.89*Pt) Shear Capacity of Concrete (Vs) 63 .=ζc*b*d

Shear Stg to be caried by Stirrup (Vus) 137 .=Vu-Vs

Spacing

actual req 150 .=(Asv*0.87fy*d)/Vus min 454 .=(Asv*0.87fy)/(b*0.4) max 423 .=0.75d max 300 .=300mm pr ov ide th e lea s t o f t he 4

(3)

Design Loads Load Pu 2000 KN Moment Mu 20 KN-m Column Data width b 200 mm depth d 200 mm length l 3.00 meters Grade Concrete fck 20 MPa Steel fy 415 MPa Pu/(fckbd) 2.50 Mu/(fckbd2) 0.01 ex d'/d 0.05 ey

Refer Chart 31 of SP 16, Page no: 116

pt/fck 0.18

pt 3.60%

Ast 1440 sqmm

Number of bars

dia nos ast

25 mm 4 1963 sqmm

●

4- 25# 20 mm 4 1257 sqmm 4- 20# 20 mm 4 1257 sqmm

●

4- 20# Total 12 4477 sqmm

Column Design

Steel provided OK 1.27 mm Minimum eccentricity OK OK 1.27 mm

(4)

Pu/(fckbdl) Mu/(fckbdl2 ) d'/d

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

Ast less than min Ast req.

1200 sqmm 4 12 mm 452 sqmm 2 12 mm 226 sqmm 6 679 sqmm Steel provided NOT OK Col type Column Design Fig

Ast Req Remark

Final Ast Required Col Shape Design Paramenters Area of Steel Design Constants

Col Nos. Check

Sl

No. Moment Column Data Grade

Grid

No Load _{Type 1} _{Type 2} _{Total Reinf Provided}

(5)

Slab thickness

t 150 mm

Sunken Depth

325 mm

Concrete fck 20 MPa

Steel fy 415 MPa

Loading

Slab Load Sunken Slab Load

Dead Load DL 3.750 KN/m Dead Load DL 3.750 KN/m

Live Load LL 2.000 KN/m Filler Load FL 5 KN/m

Finishes Load WL 1.000 KN/m Live Load LL 3.0 KN/m

Total Load Ws 6.750 KN/m Finishes Load WL 1.0 KN/m

Factored Load Wsu 10 KN/m Total Load Wsk 12.37 KN/m

Factored Load Wsku 19 KN/m

Slab Data

Slab Type Regular Load 10 KN/m

Longer Span (ly) 9.50 m ly/lx ratio 2.02

Shorter Span (lx) 4.70 m Slab type

-Loading on edges one way two way

Wlonger 24 KN/m .=w*lx/2 .=(w*lx/2) + (1-(1/3)*(lx/ly)2)

Wshorter .=w*lx/3

Moments one way two way

Mx

28 KN-m .=w*lx2/ 8 .=αx * w*lx2 .=αy * w*lx2

Thickness Check OK .=Mulim > Mux or Muy Deflection 10 mm .= 5*W*l4/(384EI)

Astx

Refer Chart 4 SP 16 pg 21 or

667 sqmm Refer Table 5-44 SP 16 pg 51-80

Spacing required in mm

x y x y x y x x

75 c/c 118 c/c 170 c/c 301 c/c

Design Calculations

ONE WAY

TWO WAY

a 0.75 .=(0.87435/100) * (fy/fck)2 a 0.75 .=(0.87435/100) * (fy/fck)2 b -3.611 .=(0.87/100) * (fy) b -3.611 .=(0.87/100) * (fy)

cx 1.654 .=Mu/bd2 cy #VALUE! .=Mu/bd2

-px 0.513 .=-(b±√(b2-4ac))/2a -py #VALUE! .=-(b±√(b2-4ac))/2a

Ast 667 .=(p*b*d)/100 Ast #VALUE! .=(p*b*d)/100

Min Ast

% mm2

0.12

180

1 0.056 ly/lx

α

x

α

y 1.1 0.064 lower value upper value exact value lower value upper value interptn. value 1.2 0.072

FALSE FALSE 2.02 #N/A #N/A #N/A 0.056 1.3 0.079

1.4 0.085 1.5 0.089 2 0.107 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 .= bd3/12

Defln

10.23

.= 5*W*l4/(384EI)

Tabl

e 2

6 IS

4

5

6 pg

9

1

Interpolation

(7)

Slab thickness t

Concrete fck

Steel fy Sunken Depth 450 mm

Loading

Slab Load Sunken Slab Load

Dead Load DL Dead Load DL 3.75 KN/m

Live Load LL Filler Load FL 6.39 KN/m

Floor Finish FF Live Load LL 3.00 KN/m

Other Load OL Floor Finish Load WL 1.00 KN/m

Total Load Ws Total Load Wsk 14.14 KN/m

Factored Load Wsu Factored Load Wsku 21 KN/m

Design & Reinforcement Details of Slabs Slab Data

Load Longer Span

Shorter Span

Wsu / Wsku ly lx Wlonger Wshorter Mx Astx x y x y x y x y

1 Regular 150 mm 12 KN 7.20 m 3.00 m 2.40

-

#

Area of Steel Spacing required in mm Spacing provided in mm c/c Sl a b t y p e Sl a b Na m e 1.00 KN/m 0.00 KN/m 7.75 KN/m 12 KN/m ly/lx Sl a b t y p e

Loading on edges Moments Thickness Check 150 mm 20 MPa 415 MPa 3.75 KN/m 3.00 KN/m

(8)

x y Mx My Mxy Qx Qy 0 0 0 0 9 0 0 1.5 0 0 0 9 0 15 3 0 0 0 7 0 27 4.5 0 0 0 4 0 36 6 0 0 0 0 0 39 7.5 0 0 0 -4 0 36 9 0 0 0 -7 0 27 10.5 0 0 0 -9 0 15 12 0 0 0 -9 0 0 0 1.5 0 0 9 15 0 1.5 1.5 20 20 8 14 14 3 1.5 38 38 6 10 25 4.5 1.5 49 49 3 6 33 6 1.5 53 53 0 0 36 7.5 1.5 49 49 -3 -6 33 9 1.5 38 38 -6 -10 25 10.5 1.5 20 20 -8 -14 14 12 1.5 0 0 -9 -15 0 0 3 0 0 7 27 0 1.5 3 38 38 6 25 10 3 3 69 69 5 19 19 4.5 3 91 91 3 10 25 6 3 98 98 0 0 27 7.5 3 91 91 -3 -10 25 9 3 69 69 -5 -19 19 10.5 3 38 38 -6 -25 10 12 3 0 0 -7 -27 0 0 4.5 0 0 4 36 0 1.5 4.5 49 49 3 33 6 3 4.5 91 91 3 25 10 4.5 4.5 118 118 1 14 14 6 4.5 128 128 0 0 15 7.5 4.5 118 118 -1 -14 14 9 4.5 91 91 -3 -25 10 10.5 4.5 49 49 -3 -33 6 12 4.5 0 0 -4 -36 0 0 6 0 0 0 39 0 1.5 6 53 53 0 36 0 3 6 98 98 0 27 0 4.5 6 128 128 0 15 0 6 6 139 139 0 0 0 7.5 6 128 128 0 -15 0 9 6 98 98 0 -27 0 10.5 6 53 53 0 -36 0 12 6 0 0 0 -39 0 0 7.5 0 0 -4 36 0 1.5 7.5 49 49 -3 33 -6 3 7.5 91 91 -3 25 -10 4.5 7.5 118 118 -1 14 -14 6 7.5 128 128 0 0 -15 7.5 7.5 118 118 1 -14 -14 9 7.5 91 91 3 -25 -10 10.5 7.5 49 49 3 -33 -6 12 7.5 0 0 4 -36 0 0 9 0 0 -7 27 0 1.5 9 38 38 -6 25 -10 3 9 69 69 -5 19 -19 4.5 9 91 91 -3 10 -25 6 9 98 98 0 0 -27 7.5 9 91 91 3 -10 -25 9 9 69 69 5 -19 -19 10.5 9 38 38 6 -25 -10 12 9 0 0 7 -27 0 0 10.5 0 0 -9 15 0 1.5 10.5 20 20 -8 14 -14 3 10.5 38 38 -6 10 -25 4.5 10.5 49 49 -3 6 -33 6 10.5 53 53 0 0 -36 7.5 10.5 49 49 3 -6 -33 9 10.5 38 38 6 -10 -25 10.5 10.5 20 20 8 -14 -14 12 10.5 0 0 9 -15 0 0 12 0 0 -9 0 0 1.5 12 0 0 -9 0 -15 3 12 0 0 -7 0 -27 4.5 12 0 0 -4 0 -36 6 12 0 0 0 0 -39 7.5 12 0 0 4 0 -36 9 12 0 0 7 0 -27 10.5 12 0 0 9 0 -15 12 12 0 0 9 0 0 Shear (KN) Mark

Location (meters) Moments (KNm)

(9)

Data

Effective Span (l) 3.00 mm

Riser (R) 150 mm

Thread (T) 300 mm

Waist Slab thickness (t) 150 mm

Clear Cover 15 mm

Effective Depth of Waist Slab (d) 135 mm

Grade of Concrete (fck) 20 MPa

Grade of Steel (fy) 415 MPa

Loading

Loads on going Loads on waist slab

Self weight of waist slab 4.19 KN/m Self weight of landing slab 3.75 KN/m

Self weight of steps 1.88 KN/m Live Load 2.00 KN/m

Live Load 3.00 KN/m Floor Finish Load 1.00 KN/m

Floor Finish Load 1.00 KN/m Total Load 6.75 KN/m

Total Load 10.07 KN/m Factored Load 10.13 KN/m

Factored Load 15.10 KN/m Bending Moment 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 12

ø

16

ø

Spacing across x 306 c/c 544 c/c

Provded Main Steel:

Area of Distribution Steel

Ast 180 sqmm Spacing

Diameter of bar 8

ø

10

ø

Spacing across y 279 c/c 436 c/c

Provided Distridution Steel:

Staircase Design

(10)

(11)

Seismic Zone II Table 2 IS 1893 2002 pg 16

Seismic Intensity z 0.1

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 d 65.6 meters

Height of the of Building h 50.4 meters

Fundamental Natural Period Ta 0.560 Type of Soil

Spectral Acceleration Coefficient Sa/g 2.428 Design Horizontal Seismic Coefficient Ah 0.06071 Seismic Weight of Building W 680034 KN Design Seismic Base Shear VB 41284.63 KN

Medium Soil with brick infill

(12)

1 Footing Size Design

Load 1 Pu1 2000 KN

Load 2 Pu2 1850 KN

Combine load Pcu 3850 KN

Design Load Pc 2823 KN

Moment in x dir Mux 40 KN-m

Moment in y dir Muy 40 KN-m

c/c dist b/w col in x dir 2.725 meters c/c dist b/w col in y dir 0.000 meters

Col Dim x dir 0.20 meters

y dir 0.20 meters

SBC q 150 KNm2

Footing Size required A req 18.82 sqmm

L 6.00 meters

B 3.20 meters

Area Provided A prvd 19.20 meters

x bar 1.309

y bar 0.000

Zx 10.24

Zx 19.20

Nup 151 KNm2

Footing Size Provided

Increase the Footing Size

(13)

2 Beam Design

Total Load W 151 KNm2

Factored Load Wu 725 KNm2

1.691 meters 2.725 meters 1.584 meters

3.20 meters

6.00 meters

725 KNm2

Beam Size width 600 mm

depth 900 mm

Moment Mb 898 KN-m

Design the beam from the BEAM DESIGN SHEET

Bottom Reinforcement

Layer 1 25 mm 6 2945 sqmm Layer 2 25 mm 6 2945 sqmm Layer 3 -5890 sqmm 1.148 % Top Reinforcement

Layer 1 25 mm 6 2945 sqmm

Layer 2 20 mm 6 1885 sqmm

Layer 3

-4830 sqmm

Total Steel Provided Percentage of Steel

(14)

3 Slab Design

Net upward pressure Nup 151 KNm2

l 1.30 meters /=width of footing from col face

Bending Moment Ms 128 KN-m M=Nup*l2/2

Factored Moment Mus 191 KN-m 1.5*Ms

Concrete fck 20 MPa

Steel fy 415 MPa

Minimum Depth Required dmin 264 d=sqrt(Ms/Rumax*1000*b)

Depth Provided D 600 mm Clear Cover c 50 mm Effective Cover d' 56 mm Effective Depth d' 544 mm 12

#

16

#

20# 1014 sqmm 112 c/c 198 c/c 310 c/c

Ast across x direction 12 mm dia @ 100 mm c/c 1131 sqmm

Dist Ast across y direction 8 mm dia @ 175 mm c/c 287 sqmm

4

Vu1 171 KN

ζv 0.315 MPa

ζc 0.316 MPa

Spacing c/c in mm Area of Steel across x dir

Shear Check for Slab

(15)

5

6.00 meters

3.20 meters 600 mm

6 - 25 mm dia 6 - 20 mm dia 6 - 25 mm dia 6 - 25 mm dia 8 mm dia @ 175 mm c/c 12 mm dia @ 100 mm c/c 6 - 25 mm dia 6 - 20 mm dia 6 - 25 mm dia 6 - 25 mm dia 6 0 0 mm 9 0 0 mm 600 mm 250 mm