The document summarizes the design of a beam and slab. For the beam, key details include a width of 200 mm, depth of 600 mm, concrete grade of 20 MPa, steel grade of 415 MPa, and design as a singly reinforced beam. Reinforcement is provided to resist both tension and shear forces. For the slab, the thickness is 125 mm, concrete grade is 20 MPa, steel grade is 415 MPa, and reinforcement is provided based on one-way or two-way loading conditions and span ratios. Design calculations are shown to check that provided reinforcement meets code requirements.

1. Beam Design
Beam Data
width 200 mm
depth 600 mm d' 31 mm .= cc+ sdia + mdia/2
clear cover to main 15 mm eff depth 569 mm .= d - d'
reinf.
Material Grades
Concrete 20 MPa
Steel 415 MPa
Moment 153 KN-m Mu/bd2 2.36
xumax 273 .= (700/(1100 * (0.87 * fy)) * d
Mulim 179 .= 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 0.782 % ------- Refer Table 2 SP 16 pg 48
Area of Steel 890 sqmm
Tension Reinforcement
Type Bar dia Nos Area of Steel
Layer 1 16 mm 2 402 sqmm
Layer 2 20 mm 2 628 sqmm
Layer 3 20 mm 2 628 sqmm
Total Steel Provided 1659 sqmm 1.458 %
Provided Steel OK
Compression Reinforcement
Type Bar dia Nos Area of Steel
Layer 1 16 mm 2
Layer 2 12 mm 2
Layer 3
Total Steel Provided 0.000 %
Shear Force (Vu) 300 KN
ζv 2.636 .=Vu / (b * d)
ζc 0.817 Refer Table 61 SP 16 pg 179 or =(0.85*√(0.8*fck)*√(1+5β)-1)) / (6β)
ζcmax 2.8 Refer Table J SP 16 pg 175
Type Bar Dia Nos Area of Steel
Layer 1 25 mm 2 982 sqmm
Layer 2 25 mm 2 982 sqmm
Layer 3 20 mm 2 628 sqmm
Total Steel Provided 2592 sqmm 2.278 %
Sectional Dimensions OK
Shear Reinforcements required
Type of stirrup 2 legged
Stirrup diameter 8 mm
Spacing 100 c/c

3. 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 2.363 .=Mu/bd2 c 2.762 .=Mulim/bd2
-p 0.782 .=-(b±√(b2-4ac))/2a -p 0.955 .=-(b±√(b2-4ac))/2a
Ast 890 .=(p*b*d)/100 Astlim 1087 .=(p*b*d)/100
Mu2 -26 .=Mu - Mulim
Ast2 -133 .=Mu2/((0.87*fy)*(d-d'))
Ast 954 .=Astlim+Ast2
0.0545 d'/d 0.10
0.1 fsc 353 Refer Table F SP 16 pg 13
fcc 8.92 .=0.466*fck
Asc -140 .=Mu2/((fsc-fcc)*(d-d'))
Min steel % 0.205 .=0.85% / fy
Ast 890
Asc -140
Min Steel 233 .=(0.85*b*d) / fy
Max Steel 4552 .=0.04*b*d)
Ast 890
Asc
Shear Calculations
Pt provided 2.278 .=(Ast*100)/(b*d)
Pc provided .=(Asc*100)/(b*d)
β 1.020 .=(0.8*fck)/(6.89*Pt)
Shear Capacity of Concrete (Vs) 93 .=ζc*b*d
Shear Stg to be caried by Stirrup (Vus) 207 .=Vu-Vs
Spacing
least of the 4
provide the
actual req 100 .=(Asv*0.87fy*d)/Vus
min 454 .=(Asv*0.87fy)/(b*0.4)
max 427 .=0.75d
max 300 .=300mm

4. Slab Design
Slab thickness t 125 mm Sunken Depth 325 mm
Concrete fck 20 MPa
Steel fy 415 MPa
Loading
Slab Load Sunken Slab Load
Dead Load DL 3.125 KN/m Dead Load DL 3.125 KN/m
Live Load LL 3.000 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 7.125 KN/m Finishes Load WL 1.0 KN/m
Factored Load Wsu 11 KN/m Total Load Wsk 11.74 KN/m
Factored Load Wsku 18 KN/m
Slab Data
Slab Type Regular
Load 11 KN/m
Longer Span (ly) 8.20 m ly/lx ratio 2.05
Shorter Span (lx) 4.00 m Slab type -
Loading on edges one way two way
Wlonger 21 KN/m .=w*lx/2 .=(w*lx/2) + (1-(1/3)*(lx/ly)2)
Wshorter .=w*lx/3
Moments one way two way
Mx 21 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
Area of Steel
647 sqmm Refer Table 5-44 SP 16 pg 51-80
Spacing required in mm
8# 10# 12# 16#
x y x y x y x x
78 c/c 121 c/c 175 c/c 311 c/c
.=ast of bar*1000/ast req
Final Ast x y
provided

5. 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 1.939 .=Mu/bd2 cy 0.000 .=Mu/bd2
-px 0.616 .=-(b±√(b2-4ac))/2a -py 0.000 .=-(b±√(b2-4ac))/2a
Ast 647 .=(p*b*d)/100 Ast 0 .=(p*b*d)/100
Min Ast % mm2
0.12 150
Interpolation 1 0.06
Table 26 IS 456 pg 91
ly/lx αx αy 1.1 0.06
lower upper exact lower upper interptn.
value value value value value value 1.2 0.07
0.00 0.00 2.05 #N/A #N/A #N/A 0.06 1.3 0.08
1.4 0.09
1.5 0.09
2 0.11
xumax 50 .= (700/(1100 * (0.87 * fy)) * d
Mulim 30 KN-m .= 0.36*fck*b*xumax*(d-(0.42*xumax))
Mulim/bd2 2.76
Mux/bd 2
1.94
Muy/bd2 0.00
E 2.24E+07
I 1.63E-04 .= bd3/12
Defln 9.79 .= 5*W*l4/(384EI)

6. Column Design
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 Minimum eccentricity
Mu/(fckbd2) 0.01 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- 25#
20 mm 4 1257 sqmm 4- 20#
20 mm 4 1257 sqmm ● ● ● ● ● ● 4- 20#
Total 12 4477 sqmm
Steel provided OK

7. ACE GROUP ARCHITECTS (P) Ltd.
Architects & Consulting Engineers
Project : GAT M2
Title : 7.2m lvl
Designer : Fahim H. Bepari
Date : 18-Sep-2009
Slab thickness t 150 mm
Concrete fck 20 MPa
Steel fy 415 MPa
Loading
Slab Load
Dead Load DL 3.75 KN/m
Live Load LL 2.00 KN/m
Garden Load GL 7.20 KN/m
Water Proofing Load WL 1.00 KN/m
Total Load Ws 13.95 KN/m
Factored Load Wsu 21 KN/m
Design & Reinforcement Details of Slabs
Slab Data Spacing required in mm
Slab Name
Slab type
Slab type
Spacing provided in
Longer Shorter Loading on edges Moments Thickness Area of Steel
Load
Span Span ly/lx 8# 10# 12# mm c/c
Sl.No Sl. Id Thickness Check
Wsu / Wsku ly lx Wlonger Wshorter Mx My Astx Asty x y x y x y x y
1 Sunk 150 mm 21 KN 5.20 m 5.00 m 1.04
+ 36 KN/m 35 KN/m 31 KN-m 29 KN-m OK 753 sqmm 706 sqmm 67 c/c 71 c/c 104 c/c 111 c/c 150 c/c 160 c/c
+
2 Regular 150 mm 21 KN 5.20 m 2.50 m 2.08
- 26 KN/m 16 KN-m OK 372 sqmm 135 c/c 211 c/c 304 c/c
-
3 Regular 150 mm 21 KN 6.50 m 5.80 m 1.12
+ 45 KN/m 41 KN/m 46 KN-m 40 KN-m OK 1231 sqmm 1005 sqmm 41 c/c 50 c/c 64 c/c 78 c/c 92 c/c 113 c/c
+
3A Regular 150 mm 21 KN 2.00 m 1.10 m 1.82
+ 10 KN/m 8 KN/m 3 KN-m 1 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
+
3B Regular 150 mm 21 KN 5.30 m 4.30 m 1.23
+ 35 KN/m 30 KN/m 29 KN-m 22 KN-m OK 691 sqmm 504 sqmm 73 c/c 100 c/c 114 c/c 156 c/c 164 c/c 224 c/c
+
4 Regular 150 mm 21 KN 35.00 m 2.60 m 13.46
- 27 KN/m 18 KN-m OK 404 sqmm 124 c/c 194 c/c 280 c/c
-
5 Regular 150 mm 21 KN 9.20 m 4.10 m 2.24
- 43 KN/m 44 KN-m OK 1154 sqmm 44 c/c 68 c/c 98 c/c
-
6 Regular 150 mm 21 KN 9.20 m 4.00 m 2.30
- 42 KN/m 42 KN-m OK 1083 sqmm 46 c/c 73 c/c 104 c/c
-
7 Regular 150 mm 21 KN 8.00 m 3.20 m 2.50
- 34 KN/m 27 KN-m OK 638 sqmm 79 c/c 123 c/c 177 c/c
-

8. Project NCC
Date 18-Sep-09
Grid Floor Analysis & Design
Data x direction y direction
bf
Length of beams Lx = 14.00 meters Ly = 14.00 meters
Df
Number of beams Nx = 6 nos Ny = 6 nos
Spacing of ribs a1 = 2.00 meters b1 = 2.00 meters
Depth of beam D = 900 mm D
Width of beam bw = 200 mm
Width of flange bf = 2000 mm
Thickness of flange Df = 150 mm
Grade of Concrete fck = 20 MPa
bw
Grade of Steel fy = 415 MPa
a1
Modulas of Elasticity E = 2.2E+07 KN/sqm
Loads
Live Load 3.00 KN
Floor Finish 1.00 KN
Other 0.00 KN
Loading Calculation
Ly
Total weight of slab ws = 735.00 KN
wbx = 378.00 KN b1
Total weight of beams in x direction
Total weight of beams in y direction wby = 345.60 KN
Total weight of Live load wll = 588.00 KN
Total weight of Floor Finish wff = 196.00 KN
Other load wol =
Total Load ws+wbx+wby+wll+wff+wol = 2242.60 KN Lx
Total Load/sqm q = 11.44 KN/sqm
Total Factored Load/sqm Q = 17.16 KN/sqm
Design Parameters
Ratios
Df/D = 0.167
bf/bw = 10.000
Moment of Inertia
I = (kx*bw*D3)/12
kx = 2.3 refer Chart 88 of SP 16 pg 215
I = 2.79E-02
Flexural Rigidity of ribs
Dx=EI/a1 Dy=EI/b1
Dx = 3.12E+05 Dy = 3.12E+05
Modulus of Shear
G=E / (2(1+μ)
G = 9.72E+6 KN/sqm
Torsional Constants (Polar Sectional Modulus)
C1=(1-(0.63*(bw/D))*(bw3*D/3) C2=(1-(0.63*(bw/D))*(D3*bw/3)
C1 = 2.06E-3 cum C2 = 4.18E-2 cum
Torsional Rigidity
Cx=GC1/b1 Cy=GC2/a1
Cx = 1.00E+4 Cy = 2.03E+5
2H=Cx+Cy
2H = 2.13E+5
Dx / Lx4 = 8.13
Dy / Ly4 = 8.13
2H / (Lx2*Ly2) = 5.55
Deflection Check
Central Deflection
ω=(16*Q/π)/((Dx/Lx4)+(2H/(Lx2*Ly2))+(Dy/Ly4))
ω = 13.09 mm
Long Term Deflection
Ltdefl. = 3*ω
Ltdefl. = 39.28 mm
span/deflection
(Clause 23.2 IS 456)
s/d = 56.00 mm
Maximum deflection including long term effects is within permissible limits i.e. Ltdefl < s/d ratio
Maximum Moment & Shear Values
Max Bending Moments
Mx=Dx*(π/Lx)2*ω My=Dy*(π/Ly)2*ω
Mx = 206 KN-m My = 206 KN-m
Max Torsional Moments
Mxy=(Cx*π2*ω1)/(Lx*Ly)
Mxy = 7 KN-m
Shear Force
Qx=[(Dx*(π/Lx)3)+(Cy*(π3/(a*b2)))]*ω Qy=[(Dy*(π/Ly)3)+(Cx*(π3/(b*a2)))]*ω
Qx = 48 KN Qy = 48 KN

9. Staircase Design
Data
Effective Span (l) 5.00 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
Calculate Bending Moment using the equation (W*L*L )/8 ###
Bending Moment = 47 KN-m
Reaction
to be used as UDL = 38 KN ###
60 KN-m
Area of Main Steel
Ast 1184 sqmm
Spacing
Diameter of bar 12ø 16ø
Spacing across x 96 c/c 170 c/c
Provded Main Steel:
Area of Distribution Steel
Ast 180 sqmm
Spacing
Diameter of bar 8ø 10ø
Spacing across y 279 c/c 436 c/c
Provided Distridution Steel:

10. 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
with brick infill
Fundamental Natural Period Ta 0.560
Type of Soil Medium Soil
Spectral Acceleration Coefficient Sa/g 0.000
Design Horizontal Seismic Coefficient Ah 0
Seismic Weight of Building W 680034 KN
Design Seismic Base Shear VB 0 KN

11. Date 18-Sep-09
Footing No. F2
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
Footing Size Provided
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
Increase the Footing Size

12. 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
1.69 meters 2.73 meters 1.58 meters
Beam Size width 600 mm
depth 900 mm
Moment Mb 898 KN-m
Design the beam from the BEAM DESIGN SHEET
Bottom Reinforcement
Type Bar dia Nos Area of Steel
Layer 1 25 mm 6 2945 sqmm
Layer 2 25 mm 6 2945 sqmm
Layer 3 -
Total Steel Provided 5890 sqmm
Percentage of Steel 1.148 %
Top Reinforcement
Type Bar dia Nos Area of Steel
Layer 1 25 mm 6 2945 sqmm
Layer 2 20 mm 6 1885 sqmm
Layer 3 -
Total Steel Provided 4830 sqmm

13. 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
Area of Steel across x dir Spacing c/c in 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 Shear Check for Slab
Vu1 171 KN
ζv 0.315 MPa
ζc 0.316 MPa
Shear Check OK

14. 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 - 20 mm dia 6 - 25 mm dia
900 mm
6 - 25 mm dia
600 mm
250 mm
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

15. Design Of Isolated Footing 15 of 37
1 Footing Size Design
Load Pu 1500 KN
Design Load P 1100 KN
Moment in x dir Mux 30 KN-m
Moment in y dir Muy 30 KN-m
Column size cx 450 mm
cy 450 mm
SBC q 150 KN/sqm
Footing Size required A req 7.33 sqmm
L 3.30 meters
Footing Size Provided
B 2.40 meters
Area Provided A prvd 7.92 meters
Zx 3.17
Zx 4.36
Net upward pressure Nup 150 KNm2
Footing Size OK
2 Slab Design
lx 1.425
ly 0.975
Bending Moment in x dir Mx 228 KN-m
Bending Moment in y dir My 107 KN-m
Concrete fck 20 MPa
Steel fy 415 MPa
Minimum Depth Required dmin 288
Depth Provided D 650 mm
Clear Cover c 50 mm
Effective Cover d' 58 mm
Effective Depth d' 592 mm
Spacing c/c in mm
Area of Steel
12# 16# 20#
1111 sqmm 102 c/c 181 c/c 283 c/c
710 sqmm 159 c/c 283 c/c 442 c/c
Minimum Ast required across y direcion
Ast across x direction 16 mm dia @ 125 mm c/c 1608 sqmm
Ast across y direction 16 mm dia @ 125 mm c/c 1608 sqmm

16. Design Of Isolated Footing 16 of 37
3 One Way Shear along x direction
Vu1 449 KN
ζv 0.316 MPa
ζc 0.317 MPa
Vc1 451 KN
One Way Shear Check OK
4 One Way Shear along y direction
Vu1 284 KN
ζv 0.145 MPa
ζc 0.260 MPa
Vc1 508 KN
One Way Shear Check OK
5 Two Way Shear
Vu2 1536 KN
ζv 0.622 MPa
ks*ζc 1.118 MPa
Vc1 2759 KN
Two Way Shear Check OK

17. Design Of Isolated Footing 17 of 37
L= 3.30 meters
450
450
B= 2.40 meters
250 mm 650 mm
16 mm dia @ 125 mm c/c 16 mm dia @ 125 mm c/c

18. Dimensions of Dome
Diameter d= 12600 mm
Height h= 3000 mm
Thickness t= 150 mm
Radius of Sphere r = 8115 mm
h = 3.00 m
Φ= 50.93
Ѳ= 0 to 50.93
Loading d = 12.60 m
Dead Load DL = 3.75 KN/m
Live Load LL = 0.10 KN/m 50.93 r = 8.12 m
Wind Load WL = 0.10 KN/m
0m
Total Load W= 3.95 KN/m 11 5. 0
Factored Load Wu = 5.93 KN/m r =8
Meridional Stress Hoop Stress
Ѳ Mt Ѳ Mt
50.93 0.197 MPa 50.93 0.003 MPa
45.00 0.188 MPa 45.00 0.025 MPa
40.00 0.182 MPa 40.00 0.041 MPa
35.00 0.176 MPa 35.00 0.055 MPa
30.00 0.172 MPa 30.00 0.067 MPa
25.00 0.168 MPa 25.00 0.077 MPa
20.00 0.165 MPa 20.00 0.086 MPa
15.00 0.163 MPa 15.00 0.093 MPa
5.00 0.161 MPa 5.00 0.100 MPa
0.00 0.160 MPa 0.00 0.101 MPa
Maximum Meridional Stress 0.197 MPa Maximum Hoop Stress 0.101 MPa
fck 20 MPa
Fy 415 MPa
бst 230.00
Area of steel 128 sqmm Area of steel 66 sqmm
Bar Dia 10 mm Bar Dia 10 mm
Spacing 613 c/c Spacing 1187 c/c
Meridional Thrust @ Base 29 KN/m
Horizontal Component on Ring Beam 19 KN/m
Hoop Tension on Ring Beam 117 KN
Area of steel 509 sqmm
Bar Dia 16 mm
No of Bars 3 nos

19. ACE GROUP ARCHITECTS (P) Ltd.
Architects & Consulting Engineers
Project : MVJ
Block : L-Block
Date : 18-Sep-2009
Designer : Fahim H. Bepari
Design & Reinforcement Details of Columns
Design Constants Design Final Ast Area of Steel
Sl Grid Col Col Paramenters Required
Col Nos. Load Moment Column Data Grade Ast Req Remark Check Fig
No. No type Shape Pu/(fckbdl) Mu/(fckbdl2) d'/d Type 1 Type 2 Total Reinf Provided
Ast less than Steel
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 min Ast req. 1200 sqmm 4 12 mm 452 sqmm 2 12 mm 226 sqmm 6 679 sqmm provided
NOT OK
09/18/2009 Page 19 of 37

20. 19.7 KNm2
Dimensions of Dome
Diameter d= 12600 mm
Height h= 5000 mm
Radius of Sphere r= 6469 mm
Φ= 76.87
Ѳ= 0 to 76.87
Loading
Dead Load DL = 3.00 KN/m
Live Load LL = 0.10 KN/m
Other Load OL = 10.00 KN/m
Total Load W= 13 KN/m
Factored Load Wu = 20 KN/m
Vertical Reaction VA = VB = 123.8 KN
Horizontal Reaction HA = HB = 234.0 KN
Ѳ x y Moment
76.87 0.00 0.00 0
75.00 0.05 0.21 -42
60.00 0.70 1.77 -331
50.00 1.34 2.69 -481
40.00 2.14 3.49 -596
30.00 3.07 4.13 -680
20.00 4.09 4.61 -737
10.00 5.18 4.90 -769
5.00 5.74 4.98 -777
0.00 6.30 5.00 -780
Max Values 780 KN-m

21. h = 5.00 m
d = 12.60 m
76.87 r = 6.47 m
m
9. 00
646
r=
Radial Shear Normal Thrust 0 67 174
67 174 42 59 180
59 180 331 10 224
-10 224 481 56 245
-56 245 596 100 259
-100 259 680 141 265
-141 265 737 178 262
-178 262 769 209 252
-209 252 777 222 244
-222 244 780 234 234
-234 234
234 KN 265 KN

22. ACE GROUP ARCHITECTS (P) Ltd.
Architects & Consulting Engineers
Project : Jnana Vikas
Title : Terrace Floor
Designer : Fahim H. Bepari
Date : 18-Sep-2009
Beam : CB11
Dimensions of Ring Beam
Radius r= 6.30 mts
No of supports n= 8 nos
Constants Ѳ= 23 deg 0.3927 radians
Φm = 9 1/2 0.1658 radians
C1 = 0.07
C2 = 0.03
C3 = 0.01
Loading
Wu = 10 KN/m
FΦ MΦ Mmt
Φ Shear Force Bending Torsional
Moment Moment
deg KN KN-m KN-m
0 24.74 -20.62 0.00
9 1/2 14.29 -0.05 1.57
22 1/2 0.00 10.39 0.00
Beam Data
width 300 mm
depth 600 mm
Equivalent Shear
Ve = V+1.6(T/b) = 33 KN T=MΦ
Equivalent Moment
Mt = T((1+D/b)/1.7) = 1 KN-m Mt = BM due to torsion
Me1 = M+Mt = 22 KN-m Me1 = Equivalent BM on tension side
Me2 = M-Mt = 20 KN-m Me2 = Equivalent BM on compression side

23. A Load 2700
Moment x-dir y-dir
Bottom 0 29
Top 6 137
Col Type Rectangular Column (reinf. on 2 sides)
x-dir y-dir
Unsupported Length 8250 8250
Col Size 200 900
d'/D 0.05 0.20
d' 40
Concrete 20
Steel 415
D
Effective Length Ratio
0.80 from IS Code
0.90 manual Calculation
Effective Length to be considered from Manual Calculation
Effective Length (le) lex Ley
7425 7425
E Slenderness Ratio
le/D 8 Short Column
le/b 37 Slender Column
Moment due to Slen Muax 0
Muay 372
Min Ecc ex 46.5
ey 23.2
Moment due to ecc Mux 125.55
Muy 62.55
G Reduction of Moments
Percentage assumed 2.18
Asc 3924
Puz 2841
k1 K2 Pb
x-x 0.22 0.1 367
y-y 0.18 -0.02 291
Kx 0.06
Ky 0.06
Additional Moments due to ecc Max 0
May 21
Modified Initial Moments Mux 3.6
Muy 70.6
Summary of Moments
A Moment due to eccentricity + Modified additional moments
Mux 126
Muy 83
B Modified initial moments + Modified additional moments
Mux 4
Muy 91
C 0.4Muz + Modified additional moments
Mux 0
Muy 32
Final Design Loads
Pu 2700
Mux 126
Muy 91

24. Project : Delhi Public School
Block : Indoor Sports Block
Date : 18-Sep-2009
Designer : Fahim H. Bepari
Column : C6a
Design Loads
Pu = 2400 KN
Mux = 192 KN-m
Muy = 517 KN-m
Col Data
b = 600 mm
D = 750 mm
d' = 40.0 mm
d'/D = 0.10
d'/b = 0.10
Material Grades
fck = 20 MPa
fy = 415 MPa
Design Constants
Steel % pt = 1.2 Ast = 5400 sqmm
pt/fck = 0.06 Min Ast = 3600 sqmm
Pu/fck*b*D = 0.27
Mux/fck*b*D2 = 0.11
Muy/fck*b*D2 = 0.11
Puz = 5682
Mux1 = 743
Muy1 = 594
Pu/Puz = 0.42
Mux/Mux1 = 0.26
Muy/Muy1 = 0.87
αn = 1.37
(Mux/Mux1)αn + (Muy/Muy1)αn 0.98
Steel Percentage OK
Steel Details
nos dia ast
Type 1 4 20 mm 1257 sqmm
Type 2 8 16 mm 1608 sqmm
Total Steel 12 - 2865 sqmm
Percentage 0.64%

25. Simply supported beam Simply supported beam
with UDL with Point Load
Load W 30 KN/m 10 KN/m
Length l 5.60 m 5.00 m
Elasticity of Concrete
Ec 22000000 MPa 22000000 MPa
= 5000(√fck)
Width b 0.20 m 0.20 m
Depth d 0.45 m 0.60 m
Moment M 126.42 m 40.63 m
Reaction R 90.30 m 32.50 m
Moment of Inertia =
Ixx 0.0015 mm4 0.0036 mm4
bd3/12
Deflection 11.5 mm 0.3 mm
dy
Formula 5Wl4/384EI Wl3/48EI

26. Cantilever beam Cantilever beam
with UDL with Point Load
1400 KN/m 10 KN/m
3.80 m 5.00 m
22000000 MPa 22000000 MPa
1.50 m 0.20 m
1.10 m 0.60 m
2601.46 m 40.63 m
2738.38 m 32.50 m
0.1664 mm4 0.0036 mm4
10.0 mm 5.3 mm
Wl4/8EI Wl3/3EI

27. 125 mm 150 mm 175 mm 200 mm
Span
Moment Ast Moment Ast Moment Ast Moment Ast
Mu/bd2 Spacing Mu/bd2 Spacing Mu/bd2 Spacing Mu/bd2 Spacing
(KNm) (mm2) (KNm) (mm2) (KNm) (mm2) (KNm) (mm2)
12# @ 243 c/c 12# @ 293 c/c 12# @ 336 c/c 12# @ 306 c/c
3 16 1.45 465 17 1.01 386 18 0.75 337 19 0.59 369
16# @ 432 c/c 16# @ 521 c/c 16# @ 597 c/c 16# @ 546 c/c
12# @ 169 c/c 12# @ 211 c/c 12# @ 253 c/c 12# @ 269 c/c
3.5 22 2 669 23 1.36 536 25 1.04 447 26 0.8 421
16# @ 301 c/c 16# @ 375 c/c 16# @ 450 c/c 16# @ 479 c/c
12# @ 126 c/c 12# @ 156 c/c 12# @ 181 c/c 12# @ 202 c/c
4 28 2.54 899 30 1.78 723 32 1.33 624 34 1.05 559
16# @ 224 c/c 16# @ 278 c/c 16# @ 322 c/c 16# @ 360 c/c
12# @ 118 c/c 12# @ 137 c/c 12# @ 153 c/c
4.5 38 2.25 956 41 1.71 824 44 1.36 741
16# @ 210 c/c 16# @ 244 c/c 16# @ 271 c/c
12# @ 109 c/c 12# @ 121 c/c
5 50 2.08 1039 54 1.67 931
16# @ 194 c/c 16# @ 216 c/c
12# @ 85 c/c 12# @ 98 c/c
5.5 61 2.54 1327 65 2.01 1155
16# @ 152 c/c 16# @ 174 c/c
12# @ 80 c/c
6 77 2.38 1418
16# @ 142 c/c

28. Span 150 mm 175 mm 200 mm
12# @ 293 c/c 12# @ 336 c/c 12# @ 306 c/c
3
16# @ 521 c/c 16# @ 597 c/c 16# @ 546 c/c
12# @ 211 c/c 12# @ 253 c/c 12# @ 269 c/c
3.5
16# @ 375 c/c 16# @ 450 c/c 16# @ 479 c/c
12# @ 156 c/c 12# @ 181 c/c 12# @ 202 c/c
4
16# @ 278 c/c 16# @ 322 c/c 16# @ 360 c/c
12# @ 118 c/c 12# @ 137 c/c 12# @ 153 c/c
4.5
16# @ 210 c/c 16# @ 244 c/c 16# @ 271 c/c
12# @ 109 c/c 12# @ 121 c/c
5
16# @ 194 c/c 16# @ 216 c/c
12# @ 85 c/c 12# @ 98 c/c
5.5
16# @ 152 c/c 16# @ 174 c/c
12# @ 80 c/c
6
16# @ 142 c/c

29. DESIGN OF RETAINING WALL
1 Preliminary Data
i) Height of RW h 3.00 meters
ii) Soil Density γs 18 KN/cum
iii) SBC qo 250 KN/sqm
30 degrees
iv) Angle of repose Ø
0.524 radians
0 degrees
v) Surcharge Angle Ө
0.000 radians
vi) Coefficient of friction µ 0.5
vii) Surcharge Load Ws 4 KN/sqm
2 Pressure Coefficients
Active Pressure Coefficients
i) =(cosӨ-√(cos2Ө-cos2Ø)*cosӨ) / (cosӨ+√(cos2Ө- Ca 0.333
cos2Ø))
Passive Pressure Coefficients
ii) Cp 3.00
= (1+SinØ) / (1+SinØ)
3 Preliminary Dimensions
Proposed Adopted
i) Thickness of Stem ts - 0.20 meters
ii) Thickness of footing base slab tb = 0.08 * (h + hs) 0.24 meters 0.30 meters
Length of base slab L = 1.5 * √(Ca/3) * (h + hs) 1.61 meters
iii) 2.00 meters
or L = 0.6h to 0.65h 2.09 meters
iv) Extra Height of Retaining Wall due to Surcharge hs = Ws/γs 0.22 meters
v) Total Height of Retaining Wall due to Surcharge Hs = h+hs 3.22 meters
vi) Extra Height of RW due to inclined back fill hi = (L-ts)* tanӨ 0.00 meters
vii) Total Height of RW due to inclined back fill Hi = h+hi 3.00 meters
viii) Design Height of RW considered H = Max of H1 & H2 3.22 meters
4 Stability against Overturning
i) Active pressure due Surcharge Load Pa1 = Ca*Ws*h 4 KN
ii) Active pressure due Backfill Load Pa2 = Ca*γs*h2 / 2 27 KN
iii) Total Load on stem Pa = Pa1 + Pa2 31 KN
iv) Overturning Moment Mo= (Pa1 * h/2) +(( Pa2*CosӨ)* h/3) 33 KNm
v) Load Lever arm from end of stem Moment
W1 Backfill Load = (L-ts)*(h-tb)*γs 87 KN (L-ts) / 2 0.90 meters 79 KNm
W2 Surcharge Load = Ca*Ws*h 4 KN (L-ts) / 2 0.90 meters 4 KNm
W3 Inclined Backfill Load = ((L-ts)*hi)/2*γs 0 KN (L-ts) / 3 0.60 meters 0 KNm
W4 Stem self weight = ts*(h-tb)*γconc 14 KN (L- (ts/2))/2 0.95 meters 13 KNm
W5 Base self weight = L*tb*γconc 15 KN L/2 1.00 meters 15 KNm
W6 Downward component = Pa*sinӨ 0 KN 0 KNm
W6 Other Load 0 KNm
∑W 120 KN ∑Mw 110 KNm
vi) Distance of Resultant Vertical Force from end of heel xw=∑Mw/∑W 0.92 meters
vii) Stabilizing Moment Mr =∑W * (L - xw) 130 KNm
viii) Factor of Safety against OVERTURNING
(FS)OT = 0.9 * (Mr/Mo) 3.54 > 1.4 Safe against Overturning
5 Stability against Sliding
i) Sliding Force Pa*CosӨ 31 KN
ii) Resisting Force F = µ*∑W 60 KN
iii) Factor of Safety against SLIDING
(FS)SL=0.9*(F/(Pa*CosӨ)) 1.74 > 1.4 Safe against Sliding
Shear Key not required
iv) Shear key Design
x 0.00 meters
a) Shear Key Size
y 0.00 meters
b) Distance from stem z 0.00 meters
c) Heigth of exacavation h1 0.00 meters
d) Heigth of exacavation h2 = h1 + y + (z * tanØ) 0.00 meters
e) Passive Pressure Pp = Cp*γs*(h12-h22) / 2 0 KN
v) Revised Factor of Safety against SLIDING
(FS)sliding = 0.9 * ((F+Pp)/(Pa*CosӨ)) 1.74 > 1.4
Safe against Sliding
6 Soil Pressures at footing base
i) Resultant Vertical Reaction ∑W = R 120 KN
ii) Distance of R from heel Lr = (Mw+Mo)/R 1.19 meters
iii) Eccentricity e = Lr- L/2 0.19 meters
Eccentricity lies within middle third of the base hence OK
iv) Pressure Distridution on soil qmax = R/L * (1+(6*e/L)) 95 KN/sqm
qmin = R/L * (1-(6*e/L)) 25 KN/sqm
Max Pressure qmax<SBC hence pressure on base is OK
Pressure at junction of stem and q =q -((q -q )/L)*t )
v) 88 KN/sqm
heel sh max max min s

30. DESIGN OF L Shaped Cantilever RETAINING WALL
1 Preliminary Data
i) Height of Retaining Wall h 3.00 meters
ii) Soil Density γs 18 KN/cum
iii) SBC qo 250 KN/sqm
iv) Angle of repose Ø 30 degrees
0.524 radians
v) Surcharge Angle Ө 0 degrees
0.000 radians
vi) Coefficient of friction µ 0.5
vii) Surcharge Load Ws 4 KN/sqm
2 Pressure Coefficients
i) Active Pressure Coefficients Ca 0.333
=(cosӨ-√(cos2Ө-cos2Ø)*cosӨ) /
(cosӨ+√(cos2Ө-cos2Ø))
ii) Passive Pressure Coefficients Cp 3.00
= (1+SinØ) / (1+SinØ)
3 Preliminary Dimensions
Proposed Adopted
i) Thickness of Stem ts min 200mm 0.20 meters
ii) Thickness of footing base slab tb = 0.08 * (h + hs) 0.24 meters 0.30 meters
iii) Length of base slab L = 1.5 * √(Ca/3) * (h + hs) 1.61 meters 2.20 meters
L = 0.6h to 0.65h 2.09 meters
iv) Extra Height of Retaining Wall due to Surcharge hs = Ws/γs 0.22 meters
v) Total Height of Retaining Wall due to Surcharge Hs = h+hs 3.22 meters
vi) Extra Height of RW due to inclined back fill hi = (L-ts)* tanӨ 0.00 meters
vii) Total Height of RW due to inclined back fill Hi = h+hi 3.00 meters
viii) Design Height of RW considered H = Max of H1 & H2 3.22 meters
4 Stability against Overturning
i) Active pressure due Surcharge Load PHS = Ca*Ws*h 4 KN
ii) Active pressure due Backfill Load PH = Ca*γs*h2 / 2 31 KN
iii) Total Load on stem (Force) Pa = PHS + PH 35 KN
iv) Overturning Moment due to Imposed load MOIL = PHS*h/2 7 KN
v) Overturning Moment due to Backfill load MODL = PH*h/3 33 KN
vi) Overturning Moment Mo = (1.2*MDIL) + (1.4*MOIL) 50 KN
v) Load Lever arm at end of stem Moment
W1 Backfill Load = (L-ts)*(h-tb)*γs 105 KN ((L-ts) / 2) + ts 1.20 meters 126 KNm
W2 Inclined Backfill Load = ((L-ts)*hi)/2*γs 0 KN ((L-ts) / 3) + ts 0.87 meters 0 KNm
W3 Stem self weight = ts*(h-tb)*γconc 15 KN ts / 2 0.10 meters 1 KNm
W4 Base self weight = L*tb*γconc 17 KN L/2 1.10 meters 18 KNm
∑W 136 KN ∑Mw 146 KNm
viii) Mw not less than (1.2*MODL) +(1.4*MOIL) Safe against Overturning
-clause 20.1 page 33 of IS 456 2000
5 Stability against Sliding
i) Sliding Force Pa = PHS + PH 35 KN
ii) Resisting Force F = µ*∑W 68 KN
iii) (FS)SL= (0.9*F)/(Pa) 1.73 > 1.4 Safe against Sliding
-clause 20.2 page 33 of IS 456 2000
6 Soil Pressures at footing base
i) Net Moment at toe Mn = Mw - Mo 105 KN
ii) Point of application of Resultant R x = Mn/W 0.77 meters
iii) Eccentricity e = (L/2) - x 0.33 meters L/6= 0.37
e<L6 Eccentricity lies within middle third of the base hence OK
iv) Pressure Distridution on soil qmax = W/L * (1+(6*e/L)) 117 KN/sqm
qmin = W/L * (1-(6*e/L)) 7 KN/sqm
Max Pressure qmax<SBC hence pressure on base is OK
Pressure at junction of stem and qsh=qmax-((qmax-qmin)/L)*ts)
v) 107 KN/sqm
heel

31. 7 Constants for Working Stress Method
Design Constants
i) Grade of concrete 20 MPa
ii) Grade of steel 415 MPa
iii) Compr stress in concrete c 7.0 table 21 page 81 IS 456
iv) Tensile stress in steel t 230
v) Modular ratio m = 280/3c 13.33
vi) Neutral axis depth factor k=mc/(mc+t) 0.289
vii) Lever arm j = 1 - k/3 0.904
viii) Factor R= cjk / 2 0.913
8 Design
A) Stem
i) Beanding Moment at base of stem M = MODL + MOIL 40 KN/m
ii) Thickness required dreq=√(Ms/(R*b) 0.01 meters
iii) Thickness provided ts 0.20 meters
Thickness of Stem is OK
iv) Ast required Ast = M/(t*j*tse) 1387 sqmm
v) Ast provided 16 mm dia @ 125 mm c/c 1608 sqmm
vi) Percentage of Steel pt = Ast/(b*d) 0.99 %
Steel OK
B) Base Slab
Force Lever arm from end of stem Moment
i) Force due to backfill+surcharge = (H2-tb)*(L-ts)*γs 105 (L-ts) / 2 1.00 meters 105 KNm
ii) Force due to inclined backfill = hi/2*(L-ts)*γs 0 (L-ts) / 3 0.67 meters 0 KNm
iii) Self Weight of base slab =L *tb*γconc 17 L/2 1.10 meters 18 KNm
∑Ws 122 Md 123 KNm
vi) Upward soil pressure Nup = ((qsh+qmin)/2)*(L-ts) 114 ((qsh+(2*qmin))/(qsh+qmin)) / 1.59 meters 181 KNm
Downward Pressure is greater ((L-ts)/3) Mu 181 KNm
v) Bending Moment Msh = Mu-Md 58
vi) Thickness required dreq=√(Ms/(R*b) 0.25 meters Thickness of Stem is OK
vii) Thickness provided ts 0.30 meters
viii) Ast required Ast = M/(t*j*tse) 1157 sqmm
ix) Ast provided 16 mm dia @ 150 mm c/c 1340 sqmm
x) Percentage of Steel pt = Ast/(b*d) 0.48 %
Steel OK
C) Reinforcement Details
FILL

32. DESIGN OF Reverse L Shaped Cantilever RETAINING WALL
1 Preliminary Data
i) Height of Retaining Wall h 3.00 meters
ii) Height of Plinth Fill hp 0.50 meters
iii) Soil Density γs 18 KN/cum
iv) SBC qo 250 KN/sqm
Angle of repose Ø 30 degrees
v)
0.524 radians
Surcharge Angle Ө 0 degrees
vi)
0.000 radians
vii) Coefficient of friction µ 0.5
vii) Surcharge Load Ws 4 KN/sqm
2 Pressure Coefficients
i) Active Pressure Coefficients Ca 0.333
=(cosӨ-√(cos2Ө-cos2Ø)*cosӨ) /
(cosӨ+√(cos2Ө-cos2Ø))
ii) Passive Pressure Coefficients Cp 3.000
= (1+SinØ) / (1+SinØ)
3 Preliminary Dimensions
Proposed Adopted
i) Thickness of Stem ts min 200mm 0.20 meters
ii) Thickness of footing base slab tb = 0.08 * (h + hs) 0.24 meters 0.45 meters
iii) Length of base slab α = 1 - (q0/2.7*γs*H) -0.60 meters
if sloped backfill
L = H*sqrt((Ca*cosβ)/((1-α)*(1+3α)) 0.00 meters
α = 1 - (q0/2.2*γs*H) -0.96 meters 2.45 meters
if horizontal backfill
L = 0.95*H*sqrt((Ca)/((1-α)*(1+3α)) 0.00 meters
L = 0.6h to 0.65h 2.09 meters
iv) Extra Height of Retaining Wall due to Surcharge hs = Ws/γs 0.22 meters
v) Total Height of Retaining Wall due to Surcharge Hs = h+hs 3.22 meters
vi) Extra Height of RW due to inclined back fill hi = (L-ts)* tanӨ 0.00 meters
vii) Total Height of RW due to inclined back fill Hi = h+hi 3.00 meters
viii) Design Height of RW considered H = Max of H1 & H2 3.22 meters
4 Stability against Overturning
i) Active pressure due Surcharge Load PHS = Ca*Ws*h 4 KN
ii) Active pressure due Backfill Load PH = Ca*γs*h2 / 2 31 KN
iii) Total Load on stem (Force) Pa = PHS + PH 35 KN
iv) Overturning Moment due to Imposed load MOIL = PHS*h/2 7 KN
v) Overturning Moment due to Backfill load MODL = PH*h/3 33 KN
vi) Overturning Moment Mo = (1.2*MDIL) + (1.4*MOIL) 50 KN
v) Load Lever arm at start of heel Moment
W1 Front fill Load = (L-ts)*(hp-tb)*γs 2 KN ((L-ts) / 2) 1.13 meters 2 KNm
W3 Stem self weight = ts*(h-tb)*γconc 14 KN (ts/2) + (L-ts) 2.35 meters 33 KNm
W4 Base self weight = L*tb*γconc 28 KN L/2 1.23 meters 34 KNm
W5 Other Load PT Beam Load 0 KN
∑W 43 KN ∑Mw 69 KNm
viii) Mw not less than (1.2*MODL) +(1.4*MOIL) Safe against Overturning
-clause 20.1 page 33 of IS 456 2000
5 Stability against Sliding
i) Sliding Force Pa = PHS + PH 35 KN
ii) Resisting Force F = µ*∑W 22 KN
iii) (FS)SL= (0.9*F)/(Pa) 0.55 < 1.4 Unsafe against Sliding
-clause 20.2 page 33 of IS 456 2000
5a Shear key Design
x 0.30 meters
a) Shear Key Size
y 0.30 meters
b) Distance from stem z 0.30 meters
c) Heigth of exacavation h1 0.60 meters
d) Heigth of earth mobilization h2 = h1 + y + (z * tanØ) 1.07 meters
e) Passive Pressure Pp = Cp*γs*(h12-h22) / 2 21 KN
v) Revised Factor of Safety against SLIDING
(FS)sliding = 0.9 * ((F+Pp)/(Pa*CosӨ)) 1.09 > 1.4
Unsafe against Sliding. Shear Key Required
6 Soil Pressures at footing base

33. i) Net Moment at toe Mn = Mw - (MOIL+MODL) 28 KN
ii) Point of application of Resultant R x = Mn/W 0.65 meters
iii) Eccentricity e = (L/2) - x 0.58 meters L/6= 0.41
e>L6 Eccentricity lies outside the middle third of the base. Revise the base dimensions
iv) Pressure Distridution on soil qmax = W/L * (1+(6*e/L)) 43 KN/sqm
qmin = W/L * (1-(6*e/L)) -7 KN/sqm
Max Pressure qmax<SBC hence pressure on base is OK
Pressure at junction of stem and qsh=qmax-((qmax-qmin)/L)*ts)
v) 39 KN/sqm
heel

34. 7 Constants for Working Stress Method
Design Constants
i) Grade of concrete 20 MPa
ii) Grade of steel 415 MPa
iii) Compr stress in concrete c 7.0 table 21 page 81 IS 456
iv) Tensile stress in steel t 230
v) Modular ratio m = 280/3c 13.33
vi) Neutral axis depth factor k=mc/(mc+t) 0.289
vii) Lever arm j = 1 - k/3 0.904
viii) Factor R= cjk / 2 0.913
8 Design
A) Stem
i) Beanding Moment at base of stem M = MODL + MOIL 40 KN/m
ii) Thickness required dreq=√(Ms/(R*b) 0.01 meters
iii) Thickness provided ts 0.20 meters
Thickness of Stem is OK
iv) Ast required Ast = M/(t*j*tse) 1387 sqmm
v) Ast provided 16 mm dia @ 120 mm c/c 1676 sqmm
vi) Percentage of Steel pt = Ast/(b*d) 0.99 %
Steel OK
B) Base Slab
Force Lever arm from end of stem Moment
i) Force due to Frontfill = (L-ts)*(hp-tb)*γs 2 (L-ts) / 2 1.13 meters 2 KNm
iii) Self Weight of base slab = L* tb * γconc 28 L/2 1.23 meters 34 KNm
∑Ws 30 Md 36 KNm
vi) Upward soil pressure Nup = ((qsh+qmin)/2)*(L-ts) 35 ((qsh+(2*qmin))/(qsh+qmin)) / 1.03 meters 36 KNm
Upward Pressure is greater ((L-ts)/3) Mu 36 KNm
v) Bending Moment Msh = Mu-Md 0
vi) Thickness required dreq=√(Ms/(R*b) 0.01 meters Thickness of Stem is OK
vii) Thickness provided ts 0.45 meters
viii) Ast required Ast = M/(t*j*tse) 2 sqmm
ix) Ast provided 12 mm dia @ 150 mm c/c 754 sqmm
x) Percentage of Steel pt = Ast/(b*d) 0.00 %
Steel OK
C) Reinforcement Details
FILL