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combined footing design
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Beam Design
Beam Datawidth 200 mmdepth 600 mm d' 36 mm .= cc+ sdia + mdia/2
15 mm eff depth 565 mm .= d - d'
Material Grades
Concrete 20 MPaSteel 415 MPa
Moment 123 KN-m 1.93xumax 270 .= (700/(1100 * (0.87 * fy)) * dMulim 176 .= 0.36*fck*b*xumax*(d-(0.42*xumax))
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 48Area of Steel 692 sqmm
Tension Reinforcement Type Bar dia Nos Area of Steel
Layer 1 25 mm 2 982 sqmmLayer 2 16 mm 2 402 sqmmLayer 3 - 2
Total Steel Provided 1384 sqmm 1.226 %
Provided Steel OK
Compression ReinforcementType Bar dia Nos Area of Steel
Layer 1 12 mm 2Layer 2 -Layer 3
Total Steel Provided #VALUE!
Shear Force (Vu) 200 KNζv 1.771 .=Vu / (b * d)ζc 0.562 Refer Table 61 SP 16 pg 179ζcmax 2.8 Refer Table J SP 16 pg 175
Type Bar Dia Nos Area of SteelLayer 1 16 mm 2 402 sqmmLayer 2 12 mm 4 452 sqmmLayer 3 -
Total Steel Provided 855 sqmm 0.757 %
Sectional Dimensions OKShear Reinforcements required
Type of stirrup 2 leggedStirrup diameter 8 mmSpacing 150 c/c
clear cover to main reinf.
Mu/bd2
Mulim/bd2
or =(0.85*√(0.8*fck)*√(1+5β)-1)) / (6β)
Steel Calculation
Grade Check7.1
SRB DRBa 0.75 a 0.75b -3.611 b -3.611c 1.930 c 2.762-p 0.613 -p 0.955
Ast 692 .=(p*b*d)/100 Astlim 1079 .=(p*b*d)/100
Mu2 -53 .=Mu - MulimAst2 -278 .=Mu2/((0.87*fy)*(d-d'))Ast 801 .=Astlim+Ast2
0.0629 d'/d 0.100.1 fsc 353 Refer Table F SP 16 pg 13
fcc 8.92 .=0.466*fckAsc -291 .=Mu2/((fsc-fcc)*(d-d'))
Min steel % 0.205 .=0.85% / fyAst 692Asc -291
Min Steel 231 .=(0.85*b*d) / fyMax Steel 4516 .=0.04*b*d)
Ast 692Asc
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*dShear Stg to be caried by Stirrup (Vus) 137 .=Vu-Vs
Spacingactual req 150 .=(Asv*0.87fy*d)/Vus
min 454 .=(Asv*0.87fy)/(b*0.4)max 423 .=0.75dmax 300 .=300mm
.=(0.87435/100) * (fy/fck)2 .=(0.87435/100) * (fy/fck)2
.=(0.87/100) * (fy) .=(0.87/100) * (fy)
.=Mu/bd2 .=Mulim/bd2
.=-(b±√(b2-4ac))/2a .=-(b±√(b2-4ac))/2a
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Column Design
Design LoadsLoad Pu 2000 KN
Moment Mu 20 KN-m
Column Datawidth b 200 mmdepth d 200 mmlength l 3.00 meters
GradeConcrete fck 20 MPa
Steel fy 415 MPa
Pu/(fckbd) 2.50 Minimum eccentricity0.01 ex 1.27 mm OK
d'/d 0.05 ey 1.27 mm OK
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- ###
20 mm 4 1257 sqmm 4- ###
20 mm 4 1257 sqmm ● ● ● ● ● ● 4- ###
Total 12 4477 sqmm
Steel provided OK
Mu/(fckbd2)
04/17/2023 Page 5 of 15
Column Design
Load Moment Column Data GradeDesign Constants
Ast Req RemarkArea of Steel
Check Figd'/d Type 1 Type 2 Total Reinf Provided
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 4 12 mm 452 sqmm 2 12 mm 226 sqmm 6 679 sqmm
Sl No.
Grid No
Col Nos. Col type
Col Shape
Design
Paramenters
Final Ast
RequiredPu/(fckbdl) Mu/(fckbdl2)
Ast less than
min Ast req.
Steel provided NOT OK
Slab Design
Slab thickness t 150 mm Sunken Depth 325 mm
fck 20 MPa
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
24 KN/m .=w*lx/2
.=w*lx/3
Moments one way two way
Mx 28 KN-m
Thickness Check OK .=Mulim > Mux or Muy
Deflection 10 mm
Area of SteelAstx 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
.=ast of bar*1000/ast req
x y
Concrete
Steel
Wlonger .=(w*lx/2) + (1-(1/3)*(lx/ly)2)
Wshorter
.=w*lx2/ 8 .=αx * w*lx2
.=αy * w*lx2
.= 5*W*l4/(384EI)
8# 10# 12# 16#
Final Ast provided
Design Calculations
ONE WAY TWO WAYa 0.75 a 0.75
b -3.611 b -3.611
cx 1.654 cy #VALUE!
-px 0.513 -py #VALUE!
Ast 667 .=(p*b*d)/100 Ast #VALUE! .=(p*b*d)/100
Min Ast %0.12 180
Interpolation
Tabl
e 26
IS 4
56 p
g 91
1 0.056
ly/lx 1.1 0.064
1.2 0.072
0.00 0.00 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))
2.76
1.65
#VALUE!
E 2.24E+07
I 2.81E-04Defln 10.23
.=(0.87435/100) * (fy/fck)2 .=(0.87435/100) * (fy/fck)2
.=(0.87/100) * (fy) .=(0.87/100) * (fy)
.=Mu/bd2 .=Mu/bd2
.=-(b±√(b2-4ac))/2a .=-(b±√(b2-4ac))/2a
mm2
αx αylower value
upper value
exact value
lower value
upper value
interptn. value
Mulim/bd2
Mux/bd2
Muy/bd2
.= bd3/12
.= 5*W*l4/(384EI)
Slab thickness t 150 mm
fck 20 MPa
fy 415 MPa Sunken Depth 450 mm
Loading
Slab Load Sunken Slab Load
Dead Load DL 3.75 KN/m Dead Load DL 3.75 KN/m
Live Load LL 3.00 KN/m Filler Load FL 6.39 KN/m
Floor Finish FF 1.00 KN/m Live Load LL 3.00 KN/m
Other Load OL 0.00 KN/m Floor Finish Load WL 1.00 KN/m
Total Load Ws 7.75 KN/m Total Load Wsk 14.14 KN/m
Factored Load Wsu 12 KN/m Factored Load Wsku 21 KN/m
Design & Reinforcement Details of Slabs
Slab Data
ly/lx
Sla
b ty
pe Loading on edges Moments Area of SteelSpacing required in mm
Sla
b ty
pe
Sla
b N
ame
Sl.No Sl. Id ThicknessLoad
Wsu / Wsku ly lx Mx Astx x y x y x y x y
1 Regular 150 mm 12 KN 7.20 m 3.00 m 2.40 - 18 KN/m 14 KN-m OK 302 sqmm 166 c/c 260 c/c 374 c/c -1a Regular 150 mm 12 KN 7.20 m 3.50 m 2.06 - 21 KN/m 18 KN-m OK 420 sqmm 120 c/c 187 c/c 269 c/c -2 Regular 150 mm 12 KN 9.20 m 1.50 m 6.13 - 9 KN/m 3 KN-m OK 180 sqmm 279 c/c 436 c/c 628 c/c -3 Regular 150 mm 12 KN 5.70 m 2.00 m 2.85 - 12 KN/m 6 KN-m OK 180 sqmm 279 c/c 436 c/c 628 c/c -4 Regular 150 mm 12 KN 3.60 m 2.00 m 1.80 + 11 KN/m 8 KN/m 5 KN-m 3 KN-m OK 180 sqmm 180 sqmm 279 c/c 279 c/c 436 c/c 436 c/c 628 c/c 628 c/c +5 Regular 150 mm 12 KN 15.00 m 2.60 m 5.77 - 16 KN/m 10 KN-m OK 224 sqmm 224 c/c 350 c/c 505 c/c -6 Regular 150 mm 12 KN 6.50 m 5.50 m 1.18 + 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 +7 Regular 150 mm 12 KN 7.40 m 6.00 m 1.23 + 28 KN/m 24 KN/m 32 KN-m 24 KN-m OK 782 sqmm 567 sqmm 64 c/c 89 c/c 100 c/c 139 c/c 145 c/c 199 c/c +8 Regular 150 mm 12 KN 8.30 m 2.40 m 3.46 - 14 KN/m 9 KN-m OK 190 sqmm 265 c/c 414 c/c 596 c/c -9 Regular 150 mm 12 KN 6.70 m 3.70 m 1.81 + 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 +
10 Sunken 150 mm 21 KN 6.50 m 5.00 m 1.30 + 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 +11 Sunken 150 mm 21 KN 5.80 m 4.80 m 1.21 + 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 +
Concrete
Steel
Thickness Check
Spacing provided in mm c/cLonger
SpanShorter Span 8# 10# 12#
Wlonger Wshorter
Values of Moments and Shear force at different locations
Ma
rk Location (meters) Moments (KNm) Shear (KN)
x y0 0 0 0 9 0 0
1.5 0 0 0 9 0 153 0 0 0 7 0 27
4.5 0 0 0 4 0 366 0 0 0 0 0 39
7.5 0 0 0 -4 0 369 0 0 0 -7 0 27
10.5 0 0 0 -9 0 1512 0 0 0 -9 0 00 1.5 0 0 9 15 0
1.5 1.5 20 20 8 14 143 1.5 38 38 6 10 25
4.5 1.5 49 49 3 6 336 1.5 53 53 0 0 36
7.5 1.5 49 49 -3 -6 339 1.5 38 38 -6 -10 25
10.5 1.5 20 20 -8 -14 1412 1.5 0 0 -9 -15 00 3 0 0 7 27 0
1.5 3 38 38 6 25 103 3 69 69 5 19 19
4.5 3 91 91 3 10 256 3 98 98 0 0 27
7.5 3 91 91 -3 -10 259 3 69 69 -5 -19 19
10.5 3 38 38 -6 -25 1012 3 0 0 -7 -27 00 4.5 0 0 4 36 0
1.5 4.5 49 49 3 33 63 4.5 91 91 3 25 10
4.5 4.5 118 118 1 14 146 4.5 128 128 0 0 15
7.5 4.5 118 118 -1 -14 149 4.5 91 91 -3 -25 10
10.5 4.5 49 49 -3 -33 612 4.5 0 0 -4 -36 00 6 0 0 0 39 0
1.5 6 53 53 0 36 03 6 98 98 0 27 0
4.5 6 128 128 0 15 06 6 139 139 0 0 0
7.5 6 128 128 0 -15 09 6 98 98 0 -27 0
10.5 6 53 53 0 -36 012 6 0 0 0 -39 00 7.5 0 0 -4 36 0
1.5 7.5 49 49 -3 33 -63 7.5 91 91 -3 25 -10
4.5 7.5 118 118 -1 14 -146 7.5 128 128 0 0 -15
7.5 7.5 118 118 1 -14 -149 7.5 91 91 3 -25 -10
10.5 7.5 49 49 3 -33 -612 7.5 0 0 4 -36 00 9 0 0 -7 27 0
1.5 9 38 38 -6 25 -103 9 69 69 -5 19 -19
4.5 9 91 91 -3 10 -256 9 98 98 0 0 -27
7.5 9 91 91 3 -10 -259 9 69 69 5 -19 -19
10.5 9 38 38 6 -25 -1012 9 0 0 7 -27 00 10.5 0 0 -9 15 0
1.5 10.5 20 20 -8 14 -143 10.5 38 38 -6 10 -25
4.5 10.5 49 49 -3 6 -336 10.5 53 53 0 0 -36
7.5 10.5 49 49 3 -6 -339 10.5 38 38 6 -10 -25
10.5 10.5 20 20 8 -14 -1412 10.5 0 0 9 -15 00 12 0 0 -9 0 0
1.5 12 0 0 -9 0 -153 12 0 0 -7 0 -27
4.5 12 0 0 -4 0 -366 12 0 0 0 0 -39
7.5 12 0 0 4 0 -369 12 0 0 7 0 -27
10.5 12 0 0 9 0 -1512 12 0 0 9 0 0
Mx My Mxy Qx Qy
Staircase Design
DataEffective Span (l) 3.00 mmRiser (R) 150 mmThread (T) 300 mmWaist Slab thickness (t) 150 mmClear Cover 15 mmEffective Depth of Waist Slab (d) 135 mm
Grade of Concrete (fck) 20 MPaGrade of Steel (fy) 415 MPa
LoadingLoads on going Loads on waist slabSelf weight of waist slab 4.19 KN/m Self weight of landing slab 3.75 KN/mSelf weight of steps 1.88 KN/m Live Load 2.00 KN/mLive Load 3.00 KN/m Floor Finish Load 1.00 KN/mFloor Finish Load 1.00 KN/m Total Load 6.75 KN/m
Total Load 10.07 KN/m Factored Load 10.13 KN/mFactored Load 15.10 KN/m
Bending Moment
###Bending Moment = 17 KN-m
Reactionto be used as UDL = 23 KN ###
60 KN-m
Area of Main SteelAst 370 sqmm
Spacing
Diameter of barSpacing across x 306 c/c 544 c/c
Provded Main Steel:
Area of Distribution SteelAst 180 sqmm
Spacing
Diameter of barSpacing across y 279 c/c 436 c/c
Provided Distridution Steel:
12ø 16ø
8ø 10ø
Calculate Bending Moment using the equation (W*L*L )/8
Seismic Zone II Table 2 IS 1893 2002 pg 16Seismic 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 metersHeight of the of Building h 50.4 meters
with brick infill
Fundamental Natural Period 0.560
Type of Soil Medium Soil
Spectral Acceleration Coefficient 0.000
Design Horizontal Seismic Coefficient 0
Seismic Weight of Building W 680034 KN
Design Seismic Base Shear 0 KN
Ta
Sa/g
Ah
VB
Combined Footing
1 Footing Size Design
Load 1 Pu1 2000 KNLoad 2 Pu2 1850 KNCombine load Pcu 3850 KNDesign Load Pc 2823 KN
Moment in x dir Mux 40 KN-mMoment in y dir Muy 40 KN-m
c/c dist b/w col in x dir 2.725 metersc/c dist b/w col in y dir 0.000 meters
Col Dim x dir 0.20 metersy dir 0.20 meters
SBC q 150 KNm2
Footing Size required A req 18.82 sqmm
Footing Size ProvidedL 6.00 metersB 3.20 meters
Area Provided A prvd 19.20 meters
x bar 1.309y bar 0.000
Zx 10.24Zx 19.20
Nup 151 KNm2
Increase the Footing Size
2 Beam Design
Total Load W 151 KNm2Factored Load Wu 725 KNm2
1.691 meters 2.725 meters 1.584 meters
3.20 meters
6.00 meters
725 KNm2
1.69 meters 2.73 meters 1.58 meters
Beam Size width 600 mmdepth 900 mm
Moment Mb 898 KN-m
Design the beam from the BEAM DESIGN SHEET
Bottom ReinforcementType Bar dia Nos Area of Steel
Layer 1 25 mm 6 2945 sqmmLayer 2 25 mm 6 2945 sqmmLayer 3 -
Total Steel Provided 5890 sqmmPercentage of Steel 1.148 %
Top ReinforcementType Bar dia Nos Area of Steel
Layer 1 25 mm 6 2945 sqmmLayer 2 20 mm 6 1885 sqmmLayer 3 -
Total Steel Provided 4830 sqmm
3 Slab Design
Net upward pressure Nup 151 KNm2l 1.30 meters /=width of footing from col face
Bending Moment Ms 128 KN-mFactored Moment Mus 191 KN-m 1.5*Ms
Concrete fck 20 MPafy 415 MPa
Minimum Depth Required dmin 264 d=sqrt(Ms/Rumax*1000*b)
Depth Provided D 600 mmClear Cover c 50 mmEffective Cover d' 56 mmEffective Depth d' 544 mm
Area of Steel across x dir Spacing c/c in mm 20#
1014 sqmm 112 c/c 198 c/c 310 c/c
Ast across x direction 12 mm dia @ 100 mm c/c 1131 sqmmDist Ast across y direction 8 mm dia @ 175 mm c/c 287 sqmm
4 Shear Check for Slab
Vu1 171 KNζv 0.315 MPa
ζc 0.316 MPa
Shear Check OK
M=Nup*l2/2
Steel
12# 16#
56.00 meters
3.20 meters 600 mm
1.7 meters 2.73 meters 1.6 meters
600 mm
6 - 25 mm dia6 - 20 mm dia
90
0 m
m
6 - 25 mm dia6 - 25 mm dia
60
0 m
m
250 mm
8 mm dia @ 175 mm c/c 12 mm dia @ 100 mm c/c
6 - 25 mm dia6 - 20 mm dia
6 - 25 mm dia6 - 25 mm dia
