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Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Doris Residence Made by Date Page no
Client : CHONG 9-Apr-23 1
Location : C1 Checked Revision Job No
- -
(A) Parameter:1) Dead load = 961.68 KN Footing Length
2) Imposed load = 145.59 KN
3) Column length = 650 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 300 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 100
9) Footing length = 3550 mm
10) Footing width = 3550 mm
11) Footing depth = 450 mm Must be > 3526 * 3526
12) Footing self weight = 136.107 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 1243.377 KN Factored load, Nf = 1579.296 KNArea footing required = 12.43 Earth pressure = 125.32Area footing provided = 12.60
(D) Shear stress at column:Effective depth, d = 385 mmShear stress at column face,v = 2.159Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 6520 mmArea within the perimeter = 2626275Punching shear force = 1250 KNPunching shear stress = 0.498Allowablw shear stress, vc = 0.503 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 165.46 KN.m/m Moment = 131.74 KN.m/mK = 0.037 K = 0.033Z = 365.75 Z = 346.75
1130.4 949.3
585 585
1570.8 1570.8Provided : 20 @ 200 Provided : 20 @ 200
18.4 T 20 18.4 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 551.6 KN Shear force, V = 482.7 KNshear stress, v = 0.404 shear stress, v = 0.373
Allowable shear stress, vc = 0.503 Allowable shear stress, vc = 0.519\ Section is adequate \ Section is adequate
100As/bd = 0.41 Max = 3 100As/bd = 0.43 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.10 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F2 Checked Revision Job No
- -
(A) Parameter:1) Dead load = 1318.2 KN Footing Length
2) Imposed load = 254.7 KN
3) Column length = 650 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 300 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 100
9) Footing length = 4300 mm
10) Footing width = 4300 mm
11) Footing depth = 550 mm Must be > 4263 * 4263
12) Footing self weight = 244.068 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 1816.968 KN Factored load, Nf = 2253 KNArea footing required = 18.17 Earth pressure = 121.85Area footing provided = 18.49
(D) Shear stress at column:Effective depth, d = 485 mmShear stress at column face,v = 2.445Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 7720 mmArea within the perimeter = 3694275Punching shear force = 1803 KNPunching shear stress = 0.482Allowablw shear stress, vc = 0.497 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 243.70 KN.m/m Moment = 202.92 KN.m/mK = 0.035 K = 0.032Z = 460.75 Z = 437
1321.6 1160.3
715 715
1963.5 1963.5Provided : 25 @ 250 Provided : 25 @ 250
17.9 T 25 17.9 T 25\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 793.8 KN Shear force, V = 715.2 KNshear stress, v = 0.381 shear stress, v = 0.362
Allowable shear stress, vc = 0.497 Allowable shear stress, vc = 0.506\ Section is adequate \ Section is adequate
100As/bd = 0.40 Max = 3 100As/bd = 0.43 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F3 Checked Revision Job No
- -
(A) Parameter:1) Dead load = 551.3 KN Footing Length
2) Imposed load = 149.1 KN
3) Column length = 650 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 300 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 100
9) Footing length = 2800 mm
10) Footing width = 2800 mm
11) Footing depth = 400 mm Must be > 2785 * 2785
12) Footing self weight = 75.264 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 775.664 KN Factored load, Nf = 1010.38 KNArea footing required = 7.76 Earth pressure = 128.88Area footing provided = 7.84
(D) Shear stress at column:Effective depth, d = 335 mmShear stress at column face,v = 1.587Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 5920 mmArea within the perimeter = 2159775Punching shear force = 732 KNPunching shear stress = 0.369Allowablw shear stress, vc = 0.436 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 100.68 KN.m/m Moment = 74.47 KN.m/mK = 0.030 K = 0.024Z = 318.25 Z = 303.05
790.5 614.0
520 520
804.248 804.248Provided : 16 @ 250 Provided : 16 @ 250
11.9 T 16 11.9 T 16\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 330.2 KN Shear force, V = 272.8 KNshear stress, v = 0.352 shear stress, v = 0.305
Allowable shear stress, vc = 0.436 Allowable shear stress, vc = 0.449\ Section is adequate \ Section is adequate
100As/bd = 0.24 Max = 3 100As/bd = 0.25 Max = 3400/d = 1.2 Min = 1.0 400/d = 1.25 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F4 Checked Revision Job No
- -
(A) Parameter:1) Dead load = 1471.95 KN Footing Length
2) Imposed load = 277.49 KN
3) Column length = 650 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 300 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 100
9) Footing length = 4550 mm
10) Footing width = 4550 mm
11) Footing depth = 600 mm Must be > 4525 * 4525
12) Footing self weight = 298.116 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 2047.556 KN Factored load, Nf = 2504.714 KNArea footing required = 20.48 Earth pressure = 120.99Area footing provided = 20.70
(D) Shear stress at column:Effective depth, d = 535 mmShear stress at column face,v = 2.464Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 8320 mmArea within the perimeter = 4295775Punching shear force = 1985 KNPunching shear stress = 0.446Allowablw shear stress, vc = 0.518 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 273.16 KN.m/m Moment = 230.02 KN.m/mK = 0.032 K = 0.029Z = 508.25 Z = 484.5
1343.0 1186.3
780 780
2454.37 2454.37Provided : 25 @ 200 Provided : 25 @ 200
23.4 T 25 23.4 T 25\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 875.3 KN Shear force, V = 792.7 KNshear stress, v = 0.360 shear stress, v = 0.342
Allowable shear stress, vc = 0.518 Allowable shear stress, vc = 0.526\ Section is adequate \ Section is adequate
100As/bd = 0.46 Max = 3 100As/bd = 0.48 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 970.56 KN Footing Length
2) Imposed load = 228.38 KN
3) Column length = 300 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 300 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 100
9) Footing length = 3700 mm
10) Footing width = 3700 mm
11) Footing depth = 500 mm Must be > 3692 * 3692
12) Footing self weight = 164.28 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 1363.22 KN Factored load, Nf = 1724.192 KNArea footing required = 13.63 Earth pressure = 125.95Area footing provided = 13.69
(D) Shear stress at column:Effective depth, d = 435 mmShear stress at column face,v = 3.303Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 6420 mmArea within the perimeter = 2576025Punching shear force = 1400 KNPunching shear stress = 0.501Allowablw shear stress, vc = 0.526 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 181.99 KN.m/m Moment = 181.99 KN.m/mK = 0.032 K = 0.035Z = 413.25 Z = 394.25
1100.4 1153.5
650 650
2094.4 2094.4Provided : 20 @ 150 Provided : 20 @ 150
25.1 T 20 25.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 589.5 KN Shear force, V = 598.8 KNshear stress, v = 0.366 shear stress, v = 0.390
Allowable shear stress, vc = 0.526 Allowable shear stress, vc = 0.535\ Section is adequate \ Section is adequate
100As/bd = 0.48 Max = 3 100As/bd = 0.50 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
T2A
Page 6
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 551.3 KN Footing Length
2) Imposed load = 149.1 KN
3) Column length = 300 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 300 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 100
9) Footing length = 2800 mm
10) Footing width = 2800 mm
11) Footing depth = 400 mm Must be > 2785 * 2785
12) Footing self weight = 75.264 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 775.664 KN Factored load, Nf = 1010.38 KNArea footing required = 7.76 Earth pressure = 128.88Area footing provided = 7.84
(D) Shear stress at column:Effective depth, d = 335 mmShear stress at column face,v = 2.513Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 5220 mmArea within the perimeter = 1703025Punching shear force = 791 KNPunching shear stress = 0.452Allowablw shear stress, vc = 0.470 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 100.68 KN.m/m Moment = 100.68 KN.m/mK = 0.030 K = 0.033Z = 318.25 Z = 303.05
790.5 830.2
520 520
1005.31 1005.31Provided : 16 @ 200 Provided : 16 @ 200
14.6 T 16 14.6 T 16\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 330.2 KN Shear force, V = 336.0 KNshear stress, v = 0.352 shear stress, v = 0.376
Allowable shear stress, vc = 0.470 Allowable shear stress, vc = 0.484\ Section is adequate \ Section is adequate
100As/bd = 0.30 Max = 3 100As/bd = 0.32 Max = 3400/d = 1.2 Min = 1.0 400/d = 1.25 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet7
Page 7
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet8
Page 8
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet9
Page 9
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet10
Page 10
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet11
Page 11
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet12
Page 12
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet13
Page 13
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet14
Page 14
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
Sheet15
Page 15
Pad Footing Design Based on BS8110:1985 Reinforced Concrete Design
Project : Peak Vista block A Made by Date Page no
Client : SBC CHONG 9-Apr-23 1
Location : F5 Checked Revision Job No
- -
(A) Parameter:1) Deal load = 6294 KN Footing Length
2) Imposed load = 0 KN
3) Column length = 1200 mm
Col
umn
Wid
th
Foo
ting
Wid
th
4) Column width = 250 mm Column Length
5) Fcu = 30
6) Fy = 460
7) Cover(To 1st reinf't) = 55 mm
8) Soil bearing (cut) = 1000
9) Footing length = 3000 mm
10) Footing width = 2200 mm
11) Footing depth = 900 mm Must be > 2537 * 2537
12) Footing self weight = 142.56 KN \ Area of footing ……OK
(B) Serviceability limit state: (C) Ultimate limit state:Unfactored load, N= 6436.56 KN Factored load, Nf = 9441 KNArea footing required = 6.44 Earth pressure = 1430.45Area footing provided = 6.60
(D) Shear stress at column:Effective depth, d = 835 mmShear stress at column face,v = 3.899Allowable shear stress = 4.38 \ Section is adequate
(E) Punching Shear:Critical perimeter = 12920 mmArea within the perimeter = 10207275Punching shear force = -5160 KNPunching shear stress = -0.478Allowablw shear stress, vc = 0.427 \ Section is adequate
(F) Bending Reinforcement:Major Axis Minor Axis
Moment = 679.91 KN.m/m Moment = 579.33 KN.m/mK = 0.033 K = 0.029Z = 793.25 Z = 774.25
2141.7 1869.7
1170 1170
2244 2094.4Provided : 20 @ 140 Provided : 20 @ 150
21.9 T 20 15.1 T 20\ Reinforcement is ……OK \ Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face)Major Axis Minor Axis
Shear force, V = 600.8 KN Shear force, V = 267.5 KNshear stress, v = 0.240 shear stress, v = 0.149
Allowable shear stress, vc = 0.433 Allowable shear stress, vc = 0.427\ Section is adequate \ Section is adequate
100As/bd = 0.27 Max = 3 100As/bd = 0.26 Max = 3400/d = 1.0 Min = 1.0 400/d = 1.00 Min = 1.0
N/mm2
N/mm2
KN/m2
mm2
m2 KN/m2
m2
N/mm2
N/mm2
mm2
N/mm2
N/mm2
Asreq = mm2/m Asreq = mm2/m
Asmin = mm2/m Asmin = mm2/m
Asprov = mm2/m Asprov = mm2/m
N/mm2 N/mm2
N/mm2 N/mm2
