Design Parameters Ratios Df/D = 0.167 bf/bw = 10.000 Moment of Inertia I = (k x *b w *D 3 )/12 kx = 2.3 I = 2.79E-02
refer Chart 88 of SP 16 pg 215
Flexural Rigidity of ribs D x =EI/a 1 Dx = 3.12E+05
D y =EI/b 1 Dy = 3.12E+05
Modulus of Shear G=E / (2(1+ μ) G = 9.72E+6 KN/sqm Torsional Constants (Polar Sectional Modulus) C 1 =(1-(0.63*(b w /D))*(b w 3 *D/3) C 2 =(1-(0.63*(b w /D))*(D 3 *b w /3) C1 = 2.06E-3 cum C2 = 4.18E-2 cum Torsional Rigidity C x =GC 1 /b 1 Cx = 1.00E+4
C y =GC 2 /a 1 Cy = 2.03E+5
2H=C x +C y 2H = 2.13E+5 D x / L x 4 = 8.13 D y / L y 4 = 8.13 2H / (L x 2 *L y 2 ) = 5.55 Deflection Check Central Deflection
ω =(16*Q/ π )/((D x /L x 4 )+(2H/(L x 2 *L y 2 ))+(Dy/Ly 4 )) ω = 13.09 mm Long Term Deflection Lt defl . = 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 M x =D x *( π /L x ) 2 * ω Mx = 206 KN-m
M y =D y *( π /L y ) 2 * ω My = 206 KN-m
Max Torsional Moments M xy =(C x * π 2 * ω 1 )/(L x *L y ) Mxy = 7 KN-m Shear Force Q x =[(D x *(π/L x ) 3 )+(C y *(π 3 /(a*b 2 )))]*ω
Q y =[(D y *(π/L y ) 3 )+(C x *(π 3 /(b*a 2 )))]*ω
Qx = 48 KN
Qy = 48 KN
Staircase Design
Data Effective Span (l) Riser (R) Thread (T) Waist Slab thickness (t) Clear Cover Effective Depth of Waist Slab (d)
5.00 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
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
Date 13-Feb-13 Footing No. F2
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 δv
171 KN 0.315 MPa
δc
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
Design Of Isolated Footing 1
15 of 40
Footing Size Design Load Design Load
Pu P
2500 KN 1833 KN
Mux Muy
30 KN-m 30 KN-m
Column size
cx cy
450 mm 450 mm
SBC
q
150 KN/sqm
A req
12.22 sqmm
L B A prvd
3.30 meters 2.40 meters 7.92 meters
Zx Zx
3.17 4.36
Nup
242 KNm2
Moment in x dir Moment in y dir
Footing Size required Footing Size Provided Area Provided
Net upward pressure
Change Footing Dimensions
2
Slab Design lx ly
1.425 0.975
Bending Moment in x dir Bending Moment in y dir
Mx My
369 KN-m 173 KN-m
Concrete Steel
fck fy
20 MPa 415 MPa
dmin
366
D c d' d'
650 mm 50 mm 58 mm 592 mm
Minimum Depth Required Depth Provided Clear Cover Effective Cover Effective Depth Area of Steel 1847 sqmm 833 sqmm
Ast across x direction Ast across y direction
12# 61 c/c 136 c/c
Spacing c/c in mm 16# 109 c/c 241 c/c
16 mm dia @ 125 mm c/c 16 mm dia @ 125 mm c/c
20# 170 c/c 377 c/c
1608 sqmm 1608 sqmm
X
Design Of Isolated Footing 3
One Way Shear along x direction Vu1 δv
727 KN 0.512 MPa
δc
0.395 MPa 561 KN
Vc1
Increase Depth 4
One Way Shear along y direction Vu1 δv
460 KN 0.235 MPa
δc Vc1
0.279 MPa 546 KN
One Way Shear Check OK
5
Two Way Shear Vu2 δv
2485 KN 1.007 MPa
ks*δc Vc1
1.118 MPa 2759 KN
Two Way Shear Check OK
16 of 40
Design Of Isolated Footing
17 of 40
L= 3.30 meters
650 mm
B= 2.40 meters
450
450
250 mm
16 mm dia @ 125 mm c/c
16 mm dia @ 125 mm c/c
Dimensions of Dome Diameter d= Height h= Thickness t=
15600 mm 3000 mm 150 mm
Loading Dead Load Live Load Wind Load Total Load Factored Load
0.80 from IS Code 0.90 manual Calculation Effective Length to be considered from Manual Calculation Effective Length (le) lex Ley 7425 7425 Slenderness Ratio le/D 8 Short Column le/b 37 Slender Column Moment due to Slen Muax 0 Muay 372 Min Ecc
ex ey Moment due to ecc
G
46.5 23.2 Mux Muy
125.55 62.55
Asc
2.18 3924
Puz
2841
Reduction of Moments Percentage assumed
x-x y-y
k1 0.219 0.184
Kx Ky
0.06 0.06
Additional Moments due to ecc
Modified Initial Moments
K2 0.096 -0.022
Max May
Mux Muy
Pb 367 291
0 21
3.6 70.6
Summary of Moments A Moment due to eccentricity + Modified additional moments Mux 126 Muy 83 B
Thickness of footing base slab Length of base slab iii) or
tb = 0.08 * (h + hs) L = 1.5 * √(Ca/3) * (h + hs) L = 0.6h to 0.65h
ii)
iv) Extra Height of Retaining Wall due to Surcharge
hs = W s/γs
0.22 meters
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
v)
viii) Design Height of RW considered H = Max of H1 & H2
4
3.22 meters
Stability against Overturning i) Active pressure due Surcharge Load ii)
Active pressure due Backfill Load
iii) Total Load on stem iv)
Pa1 = Ca*W s*h
4 KN
Pa2 = Ca*γs*h2 / 2
27 KN
Pa = Pa1 + Pa2
31 KN
Mo= (Pa1 * h/2) +(( Pa2*CosӨ)* h/3)
Overturning Moment
Load
v)
33 KNm
Lever arm from end of stem
= (L-ts)*(h-tb)*γs
87 KN
(L-ts) / 2
0.90 meters
79 KNm
= Ca*Ws*h
4 KN
(L-ts) / 2
0.90 meters
4 KNm
W 3 Inclined Backfill Load W 4 Stem self weight
= ((L-ts)*hi)/2*γs
0 KN
(L-ts) / 3
0.60 meters
0 KNm
= ts*(h-tb)*γconc
14 KN
(L- (ts/2))/2
0.95 meters
13 KNm
W 5 Base self weight W 6 Downward component
= L*tb*γconc
15 KN
L/2
1.00 meters
15 KNm
= Pa*sinӨ
0 KN ∑W
0 KNm ∑Mw
120 KN
xw=∑Mw/∑W
vi) Distance of Resultant Vertical Force from end of heel
Mr =∑W * (L - xw)
vii) Stabilizing Moment viii) Factor of Safety against OVERTURNING (FS)OT = 0.9 * (Mr/Mo)
Pa*CosӨ F = µ*∑W
Factor of Safety against SLIDING (FS)SL=0.9*(F/(Pa*CosӨ))
iv) Shear key Design
Distance from stem Heigth of exacavation
x y z h1
0.00 meters 0.00 meters 0.00 meters 0.00 meters
Heigth of exacavation
h2 = h1 + y + (z * tanØ)
0.00 meters
Shear Key Size
b) c) d)
Pp =
Cp*γs*(h12-h22)
e)
Passive Pressure
v)
Revised Factor of Safety against SLIDING (FS)sliding = 0.9 * ((F+Pp)/(Pa*CosӨ)) Safe against Sliding
/2
0 KN
1.74 > 1.4
Soil Pressures at footing base ∑W = R i) Resultant Vertical Reaction Lr = (Mw+Mo)/R ii) Distance of R from heel e = Lr- L/2 iii) Eccentricity Eccentricity lies within middle third of the base hence OK iv) Pressure Distridution on soil
qmax = R/L * (1+(6*e/L))
qmin = R/L * (1-(6*e/L)) Max Pressure qmax
Pressure at junction of stem and qsh=qmax-((qmax-qmin)/L)*ts) heel
31 KN 60 KN
Safe against Sliding
1.74 > 1.4 Shear Key not required
a)
0 KNm 110 KNm 0.92 meters 130 KNm
Safe against Overturning
3.54 > 1.4
Stability against Sliding i) Sliding Force ii) Resisting Force iii)
6
Moment
W 1 Backfill Load W 2 Surcharge Load
W 6 Other Load
5
2.00 meters
120 KN 1.19 meters 0.19 meters
95 KN/sqm 25 KN/sqm
88 KN/sqm
DESIGN OF L Shaped Cantilever RETAINING WALL 1
Preliminary Data i) Height of Retaining Wall ii) Soil Density iii) SBC iv) Angle of repose Surcharge Angle
ii) Thickness of footing base slab iii) Length of base slab
tb = 0.08 * (h + hs) L = 1.5 * √(Ca/3) * (h + hs) L = 0.6h to 0.65h
0.24 meters 1.61 meters 2.09 meters
0.30 meters 2.20 meters
iv) Extra Height of Retaining Wall due to Surcharge
hs = W s/γs
0.22 meters
v)
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
i)
Thickness of Stem
Total Height of Retaining Wall due to Surcharge
viii) Design Height of RW considered H = Max of H1 & H2
4
3.22 meters
Stability against Overturning i) Active pressure due Surcharge Load ii)
Active pressure due Backfill Load
31 KN 35 KN
iii) Total Load on stem (Force)
Pa = PHS + PH MOIL = PHS*h/2
7 KN
v)
MODL = PH*h/3
33 KN
Mo = (1.2*MDIL) + (1.4*MOIL)
50 KN
Overturning Moment due to Backfill load
v) Load W 1 Backfill Load W 2 Inclined Backfill Load
= (L-ts)*(h-tb)*γs
W 3 Stem self weight W 4 Base self weight ∑W viii)
105 KN 0 KN
((L-ts) / 3) + ts
0.87 meters
15 KN
ts / 2
0.10 meters
1 KNm
17 KN 136 KN
L/2
1.10 meters
18 KNm 146 KNm
= L*tb*γconc
Safe against Overturning
1.73 > 1.4
qmax = W/L * (1+(6*e/L))
117 KN/sqm qmin = W/L * (1-(6*e/L)) 7 KN/sqm Max Pressure qmax
Pressure at junction of stem and heel
qsh=qmax-((qmax-qmin)/L)*ts)
35 KN 68 KN
Safe against Sliding
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 e
v)
∑Mw
Pa = PHS + PH F = µ*∑W
(FS)SL= (0.9*F)/(Pa) -clause 20.2 page 33 of IS 456 2000
Moment 126 KNm
= ts*(h-tb)*γconc
Mw not less than (1.2*MODL) +(1.4*MOIL) -clause 20.1 page 33 of IS 456 2000
iv) Pressure Distridution on soil
Lever arm at end of stem ((L-ts) / 2) + ts 1.20 meters
= ((L-ts)*hi)/2*γs
Stability against Sliding i) Sliding Force ii) Resisting Force iii)
6
4 KN
PH = Ca*γs*h2 / 2
iv) Overturning Moment due to Imposed load vi) Overturning Moment
5
PHS = Ca*W s*h
107 KN/sqm
L/6= 0.37
0 KNm
7
Constants for Working Stress Method Design Constants i) Grade of concrete ii) Grade of steel iii) iv) v) vi) vii) viii)
8
20 MPa 415 MPa
Compr stress in concrete Tensile stress in steel Modular ratio Neutral axis depth factor Lever arm Factor
c t m = 280/3c k=mc/(mc+t) j = 1 - k/3 R= cjk / 2
7.0 230 13.33 0.289 0.904 0.913
table 21 page 81 IS 456
Design A) Stem i) Beanding Moment at base of stem ii) Thickness required iii) Thickness provided
M = MODL + MOIL
40 KN/m
dreq=√(Ms/(R*b) ts Thickness of Stem is OK
0.01 meters 0.20 meters
Ast = M/(t*j*tse)
iv) Ast required v) Ast provided vi) Percentage of Steel
1387 sqmm 1608 sqmm 0.99 %
16 mm dia @ 125 mm c/c pt = Ast/(b*d) Steel OK
B) Base Slab Force i) Force due to backfill+surcharge
= (H2-tb)*(L-ts)*γs
ii)
= hi/2*(L-ts)*γs
Force due to inclined backfill
iii) Self Weight of base slab vi) Upward soil pressure
iv) Extra Height of Retaining Wall due to Surcharge
hs = W s/γs
0.22 meters
v)
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
i)
Thickness of Stem
ts
ii)
Thickness of footing base slab
iii) Length of base slab
if sloped backfill if horizontal backfill
Total Height of Retaining Wall due to Surcharge
viii) Design Height of RW considered H = Max of H1 & H2
4
3.22 meters
Stability against Overturning i) Active pressure due Surcharge Load ii)
Active pressure due Backfill Load
PHS = Ca*W s*h
4 KN
PH = Ca*γs*h2 / 2
31 KN 35 KN
iii) Total Load on stem (Force)
Pa = PHS + PH
iv) Overturning Moment due to Imposed load
MOIL = PHS*h/2
7 KN
v)
MODL = PH*h/3
33 KN
Mo = (1.2*MDIL) + (1.4*MOIL)
50 KN
Overturning Moment due to Backfill load
vi) Overturning Moment
2 KN
Lever arm at start of heel ((L-ts) / 2) 1.13 meters
Moment
= (L-ts)*(hp-tb)*γs = ts*(h-tb)*γconc
14 KN
(ts/2) + (L-ts)
2.35 meters
33 KNm
= L*tb*γconc
28 KN
L/2
1.23 meters
34 KNm
PT Beam Load
0 KN 43 KN
v) Load W 1 Front fill Load W 3 Stem self weight W 4 Base self weight W 5 Other Load
∑W viii)
5
Mw not less than (1.2*MODL) +(1.4*MOIL) -clause 20.1 page 33 of IS 456 2000
∑Mw Safe against Overturning
Stability against Sliding i) Sliding Force ii) Resisting Force iii)
5a
(FS)SL= (0.9*F)/(Pa) -clause 20.2 page 33 of IS 456 2000
Pa = PHS + PH F = µ*∑W 0.55 < 1.4
Unsafe against Sliding
Shear key Design x y z h1
0.30 meters 0.30 meters 0.30 meters 0.60 meters
Heigth of earth mobilization
h2 = h1 + y + (z * tanØ)
1.07 meters
Passive Pressure
Pp = Cp*γs*(h12-h22) / 2
21 KN
a)
Shear Key Size
b) c)
Distance from stem Heigth of exacavation
d) e) v)
Revised Factor of Safety against SLIDING (FS)sliding = 0.9 * ((F+Pp)/(Pa*CosӨ)) Unsafe against Sliding. Shear Key Required
1.09 > 1.4
35 KN 22 KN
2 KNm
69 KNm
6
Soil Pressures at footing base 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 e>L6 Eccentricity lies outside the middle third of the base. Revise the base dimensions iv) Pressure Distridution on soil