Footing Type |
: |
Step , 3 Steps |
|
Footing Size (L x B x D) |
: |
|
Step 1. |
: |
2900mm X 2900mm X 340mm |
Step 2. |
: |
2050mm X 2050mm X 280mm |
Step 3. |
: |
1300mm X 1300mm X 230mm |
Surcharge Load |
= |
336.4 |
kN |
Without considering Effect of Water Table |
Footing Self Wt., F1 |
= |
110.62 |
kN |
Soil Weight, S1 |
= |
426.81 |
kN |
Total Weight, W1 |
= |
F1 + S1 + Surcharge Load |
|
= |
873.83 |
kN |
Considering Effect of Water Table |
Footing Self Wt., F2 |
= |
66.37 |
kN |
Soil Weight, S2 |
= |
229.29 |
kN |
Weight of Water (Submerged column), Wc |
= |
10.53 |
kN |
Total Weight, W2 |
= |
F2 + S2 - Wc + Surcharge Load |
|
= |
621.53 |
kN |
Offset Along L (Loff) |
|
|
|
|
|
Step 1. |
= |
1100 |
mm |
|
|
Step 2. |
= |
675 |
mm |
|
|
Step 3. |
= |
300 |
mm |
|
|
Offset Along B (Boff) |
|
|
|
|
|
Step 1. |
= |
1100 |
mm |
|
|
Step 2. |
= |
675 |
mm |
|
|
Step 3. |
= |
300 |
mm |
|
|
|
|
|
|
|
|
Check For Maximum Soil Pressure: |
|
|
|
|
|
Critical Load Combination |
= |
[14] : (LOAD 1: LOAD CASE 1) +(LOAD 2: LOAD CASE 2) -(LOAD 4: LOAD CASE 4 EQ-Y) |
|
|
|
N*comb |
= |
849.67 |
kN |
|
|
|
|
|
N* |
= |
N*comb + W1 |
|
N* |
= |
1723.5 |
kN |
|
|
|
|
|
|
|
|
|
|
|
|
|
|
|
M*x |
= |
156.08 |
kNm |
|
|
|
|
|
M*y |
= |
-106.65 |
kNm |
|
|
|
|
|
N* / A |
= |
204.93 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
38.4 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-26.24 |
kN/sqm |
|
|
|
|
|
Maximum Soil Pressure |
= |
269.57 |
kN/sqm |
|
Allowable Soil Pressure |
= |
(1.15 X 200) + 63 |
kN/sqm |
|
|
= |
293 |
kN/sqm |
|
|
Check For Minimum Soil Pressure: |
|
Critical Load Combination |
= |
[7] : (LOAD 1: LOAD CASE 1) +0.6 (LOAD 2: LOAD CASE 2) -(LOAD 4: LOAD CASE 4 EQ-Y) |
|
|
N*comb |
= |
669.67 |
kN |
|
|
|
|
|
N* |
= |
N*comb + W2 |
|
|
|
|
|
|
N* |
= |
1291.2 |
kN |
|
|
|
|
|
M*x |
= |
95.95 |
kNm |
|
|
|
|
|
M*y |
= |
-107.85 |
kNm |
|
|
|
|
|
N* / A |
= |
153.53 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
23.6 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-26.53 |
kN/sqm |
|
|
|
|
|
|
Minimum Soil Pressure |
= |
103.4 |
kN/sqm |
|
|
> |
0 |
|
|
|
Check For Buoyancy: |
Critical Load Combination |
= |
[1] : 0.9 (LOAD 1: LOAD CASE 1) |
|
|
|
N*comb |
= |
353.59 |
kN |
|
|
|
|
|
Factor of safety |
= |
1.4 |
|
|
Depth of Founding Layer |
= |
3.5 |
m |
|
Ground Water Level |
= |
0.5 |
m |
|
Water Pressure |
= |
30 |
kN/sqm |
|
Upward force |
= |
Water Pressure X L X B |
|
|
|
= |
252.3 |
kN |
|
Downward force |
= |
N*comb + (F2 + S2 - Wc) x 0.9 |
|
|
|
= |
610.2 |
kN |
|
Factor of safety available |
= |
Downward Force / Upward Force |
|
|
|
= |
2.42 |
|
|
> |
1.4 |
|
|
Check For Sliding: |
Critical Load Combination |
= |
[4] : (LOAD 1: LOAD CASE 1) +0.6 (LOAD 2: LOAD CASE 2) +(LOAD 3: LOAD CASE 3 EQ-X) |
|
|
|
N*comb |
= |
664.54 |
kN |
|
|
|
|
|
Coefficient Of Friction |
= |
0.4 |
|
|
Factor of safety |
= |
1.2 |
|
|
Shear V*x |
= |
51.01 |
kN |
|
shear V*y |
= |
81.58 |
kN |
|
Resultant sliding force |
= |
96.21 |
kN |
|
Downward force |
= |
N*comb + (F2 + S2 - Wc) |
|
|
|
= |
949.67 |
kN |
|
Upward water pressure |
= |
252.3 |
kN |
|
Net downward force |
= |
697.37 |
kN |
|
Force resisting sliding |
= |
Friction Coeff X Net Downward Force |
|
|
= |
278.95 |
kN |
|
Factor of safety available |
= |
Resisting Force / Sliding Force |
|
|
= |
2.9 |
|
|
|
> |
1.2 |
|
|
|
Check For Overturning: |
Along Width: |
Critical Load Combination |
= |
1.2 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
|
Factor of safety |
= |
1.50 |
|
|
N*comb |
= |
1146.44 |
kN |
|
Moment M*x |
= |
232.45 |
kNm |
|
N* |
= |
N*comb + (F2 + S2 - Wc) x 1.2 |
|
|
|
= |
1488.59 |
kN |
|
Stabilizing Moment for N* |
= |
2158.46 |
kNm |
|
DeStabilizing Moment |
= |
232.45 |
kNm |
|
Overturning Factor of safety |
= |
9.29 |
|
|
Safe in Overturning |
> |
1.50 |
|
|
|
Along Length: |
Critical Load Combination |
= |
(LOAD 1: LOAD CASE 1) +0.6 (LOAD 2: LOAD CASE 2) -(LOAD 4: LOAD CASE 4 EQ-Y) |
|
|
|
Factor of safety |
= |
1.50 |
|
|
N*comb |
= |
669.67 |
kN |
|
Moment M*y |
= |
107.85 |
kNm |
|
N* |
= |
N*comb + (F2 + S2 - Wc) x 1.2 |
|
|
|
= |
954.8 |
kN |
|
Stabilizing Moment for N* |
= |
1384.46 |
kNm |
|
DeStabilizing Moment |
= |
107.85 |
kNm |
|
Overturning Factor of safety |
= |
12.84 |
|
|
Safe in Overturning |
> |
1.50 |
|
|
|
Design For Bending: |
Bottom Reinforcement Along L: |
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
N*comb |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
|
Deff |
= |
812 |
mm |
|
|
|
|
|
Beff |
= |
1300 |
mm |
|
|
|
|
|
ku |
= |
0.36 |
|
|
|
|
|
|
Φ |
= |
0.85 |
|
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
M* |
= |
SPu X B X Loff X Loff / 2 |
|
|
|
|
= |
402.44 |
kNm |
|
|
|
|
|
Ast Rqd (M*) |
= |
1445 |
sqmm |
|
|
|
|
|
Ast Prv (Distributed Across Total Width) |
= |
19 - N10 @ 165 |
|
|
|
|
|
|
= |
1492.26 |
sqmm |
|
|
Top Steel Along L: |
Step 1 |
Ast |
= |
Min Pt for Top Reinforcement X Step 1 - Deff X L |
|
|
= |
0.13% X 302 X 2900 |
|
|
= |
1138.54 |
sqmm |
|
Ast Prv (Distributed Across Total Width) |
= |
18 - N10 @ 185 c/c
|
|
|
= |
1335.18 |
sqmm |
|
|
Step 2 |
Ast |
= |
Min Pt for Top Reinforcement X Step 2 - Deff X L |
|
|
= |
0.13% X 582 X 2050 |
|
|
= |
1551.03 |
sqmm |
|
Ast Prv (Distributed Across Total Width) |
= |
21 - N10 @ 100 c/c
|
|
|
= |
1727.88 |
sqmm |
|
|
Step 3 |
Ast |
= |
Min Pt for Top Reinforcement X Step 3 - Deff X L |
|
|
= |
0.13% X 812 X 1300 |
|
|
= |
1372.28 |
sqmm |
|
Ast Prv (Distributed Across Total Width) |
= |
12 - N12 @ 110 c/c
|
|
|
= |
1470.27 |
sqmm |
|
|
|
Bottom Reinforcement Along B: |
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
N*comb |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
|
Deff |
= |
796 |
mm |
|
|
|
|
|
Leff |
= |
1300 |
mm |
|
|
|
|
|
ku |
= |
0.36 |
|
|
|
|
|
|
Φ |
= |
0.85 |
|
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
M* |
= |
SPu X L X Boff X Boff / 2 |
|
|
|
|
|
|
= |
402.44 |
kNm |
|
|
|
|
|
Ast Rqd (M*) |
= |
1474 |
sqmm |
|
|
|
|
|
Ast Prv (Distributed Across Total Length) |
= |
19 - N10 @ 165 |
|
|
|
|
|
|
= |
1492.26 |
sqmm |
|
|
|
Top Steel Along B: |
Step 1 |
Ast |
= |
Min Pt for Top Reinforcement X Step 1 - Deff X B |
|
|
= |
0.13% X 286 X 2900 |
|
|
= |
1078.22 |
sqmm |
|
Ast Prv (Distributed Across Total Length)
|
= |
18 - N10 @ 185 c/c
|
|
|
= |
1335.18 |
sqmm |
|
|
|
Step 2 |
Ast |
= |
Min Pt for Top Reinforcement X Step 2 - Deff X B |
|
|
= |
0.13% X 566 X 2050 |
|
|
= |
1508.39 |
sqmm |
|
Ast Prv (Distributed Across Total Length)
|
= |
21 - N10 @ 100 c/c
|
|
|
= |
1727.88 |
sqmm |
|
|
|
Step 3 |
Ast |
= |
Min Pt for Top Reinforcement X Step 3 - Deff X B |
|
|
= |
0.13% X 796 X 1300 |
|
|
= |
1345.24 |
sqmm |
|
Ast Prv (Distributed Across Total Length)
|
= |
12 - N12 @ 110 c/c
|
|
|
= |
1470.27 |
sqmm |
|
|
|
Stepwise Design For Shear: |
Step 1 |
One Way Shear Along L: |
Critical Section @ Deff from Next Step / Column Face
| | | |
|
= |
302 |
mm |
|
Footing Offset From Next Step / Column Face (StLoff)
|
|
= |
425 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
|
N* |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Critical Section Lies In Step |
= |
1 |
|
|
|
|
|
C/S Area |
= |
875800 |
sqmm |
|
|
|
|
|
Deff |
= |
302 |
mm |
|
|
|
|
|
Dv |
= |
271.8 |
mm |
|
|
|
|
|
Bv |
= |
2900 |
mm |
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
V* |
= |
SPu X (StLoff - Deff) X B |
|
|
|
|
|
|
= |
81.82 |
kN |
|
|
|
|
|
Vu-max |
= |
6420.22 |
kN |
|
|
|
|
|
|
Φ Vu-max |
= |
4815.17 |
kN |
|
|
|
|
|
|
Max Stress Permissible |
= |
Φ Vu-max / (bv x dv) |
|
|
|
|
|
|
|
|
= |
6.11 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
= |
V* / (bv x dv) |
|
|
|
|
|
|
|
|
= |
0.1 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
<= |
Max Stress Permissible |
|
|
|
|
|
|
|
|
Hence, Safe |
|
|
|
|
|
|
Vuc |
= |
kv X bv X dv X sqrt(f'c) |
|
|
|
|
|
|
|
εx X 10^-3 |
= |
1.63 |
|
|
|
|
|
|
|
kv |
= |
0.12 |
|
|
|
|
|
|
|
cot θv |
= |
1.17 |
|
|
|
|
|
|
|
Vuc |
= |
500.68 |
kN |
|
|
|
|
|
|
ΦVuc |
= |
375.51 |
kN |
|
|
|
|
|
V* |
< |
ΦVc |
|
|
|
|
|
|
|
|
Shear Reinforcement Not required |
|
|
|
|
|
|
|
One Way Shear Along B: |
Critical Section @ Deff from Next Step / Column Face
| | | | |
|
= |
286 |
mm |
|
Footing Offset From Next Step / Column Face (StLoff)
| | | | |
|
= |
425 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
N*comb |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
Muy |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Critical Section Lies In Step |
= |
1 |
|
|
|
|
|
C/S Area |
= |
829400 |
sqmm |
|
|
|
|
|
Deff |
= |
286 |
mm |
|
|
|
|
|
Dv |
= |
257.4 |
mm |
|
|
|
|
|
Bv |
= |
2900 |
mm |
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
V* |
= |
SPu X (StBoff - Deff) X L |
|
|
|
|
|
|
= |
92.46 |
kN |
|
|
|
|
|
Vu-max |
= |
5719.26 |
kN |
|
|
|
|
|
|
Φ Vu-max |
= |
4289.45 |
kN |
|
|
|
|
|
|
Max Stress Permissible |
= |
Φ Vu-max / (bv x dv) |
|
|
|
|
|
|
|
|
= |
5.75 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
= |
V* / (bv x dv) |
|
|
|
|
|
|
|
|
= |
0.12 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
<= |
Max Stress Permissible |
|
|
|
|
|
|
|
|
Hence, Safe |
|
|
|
|
|
|
Vuc |
= |
kv X bv X dv X sqrt(f'c) |
|
|
|
|
|
|
|
εx X 10^-3 |
= |
0.73 |
|
|
|
|
|
|
|
kv |
= |
0.19 |
|
|
|
|
|
|
|
cot θv |
= |
1.48 |
|
|
|
|
|
|
|
Vuc |
= |
780.05 |
kN |
|
|
|
|
|
|
ΦVuc |
= |
585.04 |
kN |
|
|
|
|
|
V* |
< |
ΦVuc |
|
|
|
|
|
|
|
|
Shear Reinforcement Not required |
|
|
|
|
|
|
|
Design For Punching Shear |
Critical Section @ d/2 from Next Step / Column Face |
|
= |
147 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
|
N* |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
V* x |
= |
75.29 |
kN |
|
|
|
|
|
V* y |
= |
158.01 |
kN |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Spu |
= |
Max Pressure |
|
|
|
|
|
|
|
= |
229.38 |
kN/sqm |
|
|
|
|
|
Dom |
= |
294 |
mm |
|
|
|
|
|
ax |
= |
2344 |
mm |
|
|
|
|
|
ay |
= |
2344 |
mm |
|
|
|
|
|
Punching Perimeter u, |
= |
9376 |
mm |
|
|
|
|
|
Punching Area |
= |
2756544 |
sqmm |
|
|
|
|
|
Vps |
= |
SPu X ((L X B)-(Leff X Beff)) |
|
|
|
|
|
|
|
= |
668.78 |
kN |
|
|
|
|
|
βh = Dc / Bc |
= |
1 |
|
|
|
|
|
|
fcv |
= |
1.86 |
N/sqmm |
|
|
|
|
|
Shear Strength of Footing, Vuo |
= |
u x dom x fcv |
|
|
|
|
|
|
|
= |
5133.39 |
kN |
|
|
|
|
|
Shear Strength of Footing, Vu |
= |
Vuo / ( 1 + [ u M*x / (8 V*y ax dom) ] + [ u M*y / (8 V*x ay dom) ] ) |
|
|
|
|
|
|
|
= |
935.35 |
kN |
|
|
|
|
|
ΦVu |
= |
701.52 |
kN |
|
|
|
|
|
Vps |
< |
ΦVu |
|
|
|
|
|
|
|
|
Step 2 |
One Way Shear Along L: |
Critical Section @ Deff from Next Step / Column Face
| | | |
|
= |
582 |
mm |
|
Footing Offset From Next Step / Column Face (StLoff)
|
|
= |
800 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
|
N* |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Critical Section Lies In Step |
= |
1 |
|
|
|
|
|
C/S Area |
= |
875800 |
sqmm |
|
|
|
|
|
Deff |
= |
582 |
mm |
|
|
|
|
|
Dv |
= |
523.8 |
mm |
|
|
|
|
|
Bv |
= |
2050 |
mm |
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
V* |
= |
SPu X (StLoff - Deff) X B |
|
|
|
|
|
|
= |
145.01 |
kN |
|
|
|
|
|
Vu-max |
= |
8441.57 |
kN |
|
|
|
|
|
|
Φ Vu-max |
= |
6331.18 |
kN |
|
|
|
|
|
|
Max Stress Permissible |
= |
Φ Vu-max / (bv x dv) |
|
|
|
|
|
|
|
|
= |
5.9 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
= |
V* / (bv x dv) |
|
|
|
|
|
|
|
|
= |
0.14 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
<= |
Max Stress Permissible |
|
|
|
|
|
|
|
|
Hence, Safe |
|
|
|
|
|
|
Vuc |
= |
kv X bv X dv X sqrt(f'c) |
|
|
|
|
|
|
|
εx X 10^-3 |
= |
1.02 |
|
|
|
|
|
|
|
kv |
= |
0.16 |
|
|
|
|
|
|
|
cot θv |
= |
1.37 |
|
|
|
|
|
|
|
Vuc |
= |
927.27 |
kN |
|
|
|
|
|
|
ΦVuc |
= |
695.45 |
kN |
|
|
|
|
|
V* |
< |
ΦVc |
|
|
|
|
|
|
|
|
Shear Reinforcement Not required |
|
|
|
|
|
|
|
One Way Shear Along B: |
Critical Section @ Deff from Next Step / Column Face
| | | | |
|
= |
566 |
mm |
|
Footing Offset From Next Step / Column Face (StLoff)
| | | | |
|
= |
800 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
N*comb |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
Muy |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Critical Section Lies In Step |
= |
1 |
|
|
|
|
|
C/S Area |
= |
829400 |
sqmm |
|
|
|
|
|
Deff |
= |
566 |
mm |
|
|
|
|
|
Dv |
= |
509.4 |
mm |
|
|
|
|
|
Bv |
= |
2050 |
mm |
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
V* |
= |
SPu X (StBoff - Deff) X L |
|
|
|
|
|
|
= |
155.65 |
kN |
|
|
|
|
|
Vu-max |
= |
7855.58 |
kN |
|
|
|
|
|
|
Φ Vu-max |
= |
5891.69 |
kN |
|
|
|
|
|
|
Max Stress Permissible |
= |
Φ Vu-max / (bv x dv) |
|
|
|
|
|
|
|
|
= |
5.64 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
= |
V* / (bv x dv) |
|
|
|
|
|
|
|
|
= |
0.15 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
<= |
Max Stress Permissible |
|
|
|
|
|
|
|
|
Hence, Safe |
|
|
|
|
|
|
Vuc |
= |
kv X bv X dv X sqrt(f'c) |
|
|
|
|
|
|
|
εx X 10^-3 |
= |
0.55 |
|
|
|
|
|
|
|
kv |
= |
0.22 |
|
|
|
|
|
|
|
cot θv |
= |
1.55 |
|
|
|
|
|
|
|
Vuc |
= |
1249.32 |
kN |
|
|
|
|
|
|
ΦVuc |
= |
936.99 |
kN |
|
|
|
|
|
V* |
< |
ΦVuc |
|
|
|
|
|
|
|
|
Shear Reinforcement Not required |
|
|
|
|
|
|
|
Design For Punching Shear |
Critical Section @ d/2 from Next Step / Column Face |
|
= |
287 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
|
N* |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
V* x |
= |
75.29 |
kN |
|
|
|
|
|
V* y |
= |
158.01 |
kN |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Spu |
= |
Max Pressure |
|
|
|
|
|
|
|
= |
229.38 |
kN/sqm |
|
|
|
|
|
Dom |
= |
574 |
mm |
|
|
|
|
|
ax |
= |
1874 |
mm |
|
|
|
|
|
ay |
= |
1874 |
mm |
|
|
|
|
|
Punching Perimeter u, |
= |
7496 |
mm |
|
|
|
|
|
Punching Area |
= |
4302704 |
sqmm |
|
|
|
|
|
Vps |
= |
SPu X ((L X B)-(Leff X Beff)) |
|
|
|
|
|
|
|
= |
1123.51 |
kN |
|
|
|
|
|
βh = Dc / Bc |
= |
1 |
|
|
|
|
|
|
fcv |
= |
1.86 |
N/sqmm |
|
|
|
|
|
Shear Strength of Footing, Vuo |
= |
u x dom x fcv |
|
|
|
|
|
|
|
= |
8012.74 |
kN |
|
|
|
|
|
Shear Strength of Footing, Vu |
= |
Vuo / ( 1 + [ u M*x / (8 V*y ax dom) ] + [ u M*y / (8 V*x ay dom) ] ) |
|
|
|
|
|
|
|
= |
2428.97 |
kN |
|
|
|
|
|
ΦVu |
= |
1821.73 |
kN |
|
|
|
|
|
Vps |
< |
ΦVu |
|
|
|
|
|
|
|
|
Step 3 |
One Way Shear Along L: |
Critical Section @ Deff from Next Step / Column Face
| | | |
|
= |
812 |
mm |
|
Footing Offset From Next Step / Column Face (StLoff)
|
|
= |
1100 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
|
N* |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Critical Section Lies In Step |
= |
1 |
|
|
|
|
|
C/S Area |
= |
875800 |
sqmm |
|
|
|
|
|
Deff |
= |
812 |
mm |
|
|
|
|
|
Dv |
= |
730.8 |
mm |
|
|
|
|
|
Bv |
= |
1300 |
mm |
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
V* |
= |
SPu X (StLoff - Deff) X B |
|
|
|
|
|
|
= |
191.57 |
kN |
|
|
|
|
|
Vu-max |
= |
7383.96 |
kN |
|
|
|
|
|
|
Φ Vu-max |
= |
5537.97 |
kN |
|
|
|
|
|
|
Max Stress Permissible |
= |
Φ Vu-max / (bv x dv) |
|
|
|
|
|
|
|
|
= |
5.83 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
= |
V* / (bv x dv) |
|
|
|
|
|
|
|
|
= |
0.2 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
<= |
Max Stress Permissible |
|
|
|
|
|
|
|
|
Hence, Safe |
|
|
|
|
|
|
Vuc |
= |
kv X bv X dv X sqrt(f'c) |
|
|
|
|
|
|
|
εx X 10^-3 |
= |
0.89 |
|
|
|
|
|
|
|
kv |
= |
0.17 |
|
|
|
|
|
|
|
cot θv |
= |
1.42 |
|
|
|
|
|
|
|
Vuc |
= |
893.62 |
kN |
|
|
|
|
|
|
ΦVuc |
= |
670.22 |
kN |
|
|
|
|
|
V* |
< |
ΦVc |
|
|
|
|
|
|
|
|
Shear Reinforcement Not required |
|
|
|
|
|
|
|
One Way Shear Along B: |
Critical Section @ Deff from Next Step / Column Face
| | | | |
|
= |
796 |
mm |
|
Footing Offset From Next Step / Column Face (StLoff)
| | | | |
|
= |
1100 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
N*comb |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
Muy |
= |
-87.11 |
kNm |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Critical Section Lies In Step |
= |
1 |
|
|
|
|
|
C/S Area |
= |
829400 |
sqmm |
|
|
|
|
|
Deff |
= |
796 |
mm |
|
|
|
|
|
Dv |
= |
716.4 |
mm |
|
|
|
|
|
Bv |
= |
1300 |
mm |
|
|
|
|
|
SPu |
= |
229.38 |
kN/sqm |
|
|
|
|
|
V* |
= |
SPu X (StBoff - Deff) X L |
|
|
|
|
|
|
= |
202.22 |
kN |
|
|
|
|
|
Vu-max |
= |
7002.19 |
kN |
|
|
|
|
|
|
Φ Vu-max |
= |
5251.64 |
kN |
|
|
|
|
|
|
Max Stress Permissible |
= |
Φ Vu-max / (bv x dv) |
|
|
|
|
|
|
|
|
= |
5.64 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
= |
V* / (bv x dv) |
|
|
|
|
|
|
|
|
= |
0.22 |
N/sqmm |
|
|
|
|
|
|
Stress due to V* |
<= |
Max Stress Permissible |
|
|
|
|
|
|
|
|
Hence, Safe |
|
|
|
|
|
|
Vuc |
= |
kv X bv X dv X sqrt(f'c) |
|
|
|
|
|
|
|
εx X 10^-3 |
= |
0.55 |
|
|
|
|
|
|
|
kv |
= |
0.22 |
|
|
|
|
|
|
|
cot θv |
= |
1.55 |
|
|
|
|
|
|
|
Vuc |
= |
1118.61 |
kN |
|
|
|
|
|
|
ΦVuc |
= |
838.96 |
kN |
|
|
|
|
|
V* |
< |
ΦVuc |
|
|
|
|
|
|
|
|
Shear Reinforcement Not required |
|
|
|
|
|
|
|
Design For Punching Shear |
Critical Section @ d/2 from Next Step / Column Face |
|
= |
402 |
mm |
|
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
|
N* |
= |
1264.3 |
kN |
|
|
|
|
|
M*x |
= |
234.18 |
kNm |
|
|
|
|
|
M*y |
= |
-87.11 |
kNm |
|
|
|
|
|
V* x |
= |
75.29 |
kN |
|
|
|
|
|
V* y |
= |
158.01 |
kN |
|
|
|
|
|
N* / A |
= |
150.33 |
kN/sqm |
|
|
|
|
|
M*x / Zx |
= |
57.61 |
kN/sqm |
|
|
|
|
|
M*y / Zy |
= |
-21.43 |
kN/sqm |
|
|
|
|
|
Φ |
= |
0.75 |
|
|
|
|
|
|
|
Spu |
= |
Max Pressure |
|
|
|
|
|
|
|
= |
229.38 |
kN/sqm |
|
|
|
|
|
Dom |
= |
574 |
mm |
|
|
|
|
|
ax |
= |
1504 |
mm |
|
|
|
|
|
ay |
= |
1504 |
mm |
|
|
|
|
|
Punching Perimeter,u |
= |
6016 |
mm |
|
|
|
|
|
Punching Area |
= |
3453184 |
sqmm |
|
|
|
|
|
Vps |
= |
SPu X ((L X B)-(Leff X Beff)) |
|
|
|
|
|
|
|
= |
1410.2 |
kN |
|
|
|
|
|
βh = Dc / Bc |
= |
1 |
|
|
|
|
|
|
fcv |
= |
1.86 |
N/sqmm |
|
|
|
|
|
Shear Strength of Footing, Vuo |
= |
u x dom x fcv |
|
|
|
|
|
|
|
= |
6430.72 |
kN |
|
|
|
|
|
Shear Strength of Footing, Vu |
= |
Vuo / ( 1 + [ u M*x / (8 V*y ax dom) ] + [ u M*y / (8 V*x ay dom) ] ) |
|
|
|
|
|
|
|
= |
1949.4 |
kN |
|
|
|
|
|
ΦVu |
= |
1462.05 |
kN |
|
|
|
|
|
Vps |
< |
ΦVu |
|
|
|
|
|
|
|
|
Design Of Face Reinforcement |
Step 1 |
|
Asfr |
= |
SFR % X D X 500, mm |
|
|
|
= |
0.05% X 340 X 500 |
|
|
|
|
= |
85 |
sqmm |
|
|
Asfr Prv |
= |
2-N10 |
|
|
|
= |
157.08 |
sqmm |
|
|
Step 2 |
|
Asfr |
= |
SFR % X D X 500, mm |
|
|
|
= |
0.05% X 280 X 500 |
|
|
|
|
= |
70 |
sqmm |
|
|
Asfr Prv |
= |
2-N10 |
|
|
|
= |
157.08 |
sqmm |
|
|
Step 3 |
|
Asfr |
= |
SFR % X D X 500, mm |
|
|
|
= |
0.05% X 230 X 500 |
|
|
|
|
= |
57.5 |
sqmm |
|
|
Asfr Prv |
= |
2-N10 |
|
|
|
= |
157.08 |
sqmm |
|
|
|
Load Transfer Check For Load Transfer From Column To Footing |
Critical Analysis Load Combination |
= |
11 |
|
|
Critical Load Combination |
= |
[15] : 1.5 (LOAD 1: LOAD CASE 1) +1.5 (LOAD 2: LOAD CASE 2) |
|
|
N*comb |
= |
1264.3 |
kN |
|
Φ |
= |
0.6 |
|
|
A2 |
= |
0.49 |
sqm |
|
A1 |
= |
16.81 |
sqm |
|
Base Area |
= |
8.41 |
sqm |
|
Allowable Bearing Stress |
= |
32.4 |
N/sqmm |
|
Allowable Bearing Load |
= |
15876 |
kN |
|
|
> |
N*Comb, Hence Safe. |
|
|