Pad Footing Design Based on BS8110:1985 Project : Doris Residence Client : Location : C1
Reinforced Concrete Design
Made by Date
CHONG 44 -Jul-11
Page no
1
Chec Checke ked d Revi Revisi sion on Job Job No
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(A) Parameter: 1) Dead load = 2) Imposed load =
961.68 KN 145.59 KN
Footing Length
3) Column length = 4) Column width = 5) Fcu =
650 mm 300 mm 30 N/mm2
6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) =
460 N/mm2 55 mm 100 KN/m2
9) Footing length = 10) Footing width = 11) Footing depth =
3550 mm 3550 mm 450 mm
12) Footing self weight =
Must be > 3526
136.11 KN
*
3526
mm2
Area of footing ……OK
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
h t d i W g n i t o o F
h t Column Length d i W n m u l o C
(C) Ultimate limit state: 1243.38 KN 12.43 m2 12.60 m2
Factored load, Nf = Earth pressure =
1579.3 KN 125.32 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
385 mm 2.159 N/mm2 4.38 N/mm2
Section is adequate
6520 mm 2626275 mm2 1250 KN 0.498 N/mm2 0.503 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 165.46 KN.m/m K= 0.037 Z = 36 365.75 Asreq = 1130.4 mm2/m Asmin =
585
mm2/m
Asprov =
1570.8 mm2/m Provided : 20 @ 200 18.4 T 20 Reinforcement is ……OK
Minor Axis Moment = 131.74 KN.m/m K = 0.033 Z = 346.75 Asreq = 949.3 mm2/m Asmin =
585
mm2/m
Asprov =
1570.8 mm2/m Provided : 20 @ 200 18.4 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = shear stress, v =
551.6 KN 0.404 N/mm2
Minor Axis Shear force, V = shear stress, v =
482.7 KN 0.373 N/mm2
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F2
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
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(A) Parameter: 1) Dead load = 2) Imposed load =
1318.2 KN 254.7 KN
Footing Length
3) Column length = 4) Column width = 5) Fcu =
650 mm 300 mm 30 N/mm2
6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) =
460 N/mm2 55 mm 100 KN/m2
9) Footing length = 10) Footing width = 11) Footing depth =
4300 mm 4300 mm 550 mm
12) Footing self weight =
Must be > 4263
244.07 KN
*
4263
mm2
Area of footing ……OK
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
h t d i W g n i t o o F
h t Column Length d i W n m u l o C
(C) Ultimate limit state: 1816.97 KN 18.17 m2 18.49 m2
Factored load, Nf = Earth pressure =
2253 KN 121.85 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
485 mm 2.445 N/mm2 4.38 N/mm2
Section is adequate
7720 mm 3694275 mm2 1803 KN 0.482 N/mm2 0.497 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 243.70 KN.m/m K= 0.035 Z = 460.75 Asreq = 1321.6 mm2/m Asmin =
715
mm2/m
Asprov =
1963.5 mm2/m Provided : 25 @ 250 17.9 T 25 Reinforcement is ……OK
Minor Axis Moment = 202.92 KN.m/m K = 0.032 Z = 437 Asreq = 1160.3 mm2/m Asmin =
715
mm2/m
Asprov =
1963.5 mm2/m Provided : 25 @ 250 17.9 T 25 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = shear stress, v =
793.8 KN 0.381 N/mm2
Minor Axis Shear force, V = shear stress, v =
715.2 KN 0.362 N/mm2
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F3
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
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(A) Parameter: 1) Dead load = 2) Imposed load =
551.3 KN 149.1 KN
Footing Length
3) Column length = 4) Column width = 5) Fcu =
650 mm 300 mm 30 N/mm2
6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) =
460 N/mm2 55 mm 100 KN/m2
9) Footing length = 10) Footing width = 11) Footing depth =
2800 mm 2800 mm 400 mm
12) Footing self weight =
Must be > 2785
75.26 K N
*
2785
mm2
Area of footing ……OK
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
h t d i W g n i t o o F
h t Column Length d i W n m u l o C
(C) Ultimate limit state: 775.66 KN 7.76 m2 7.84 m2
Factored load, Nf = Earth pressure =
1010.38 KN 128.88 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
335 mm 1.587 N/mm2 4.38 N/mm2
Section is adequate
5920 mm 2159775 mm2 732 KN 0.369 N/mm2 0.436 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 100.68 KN.m/m K= 0.030 Z = 318.25 Asreq = 790.5 mm2/m Asmin =
520
mm2/m
Asprov =
804.25 mm2/m Provided : 16 @ 250 11.9 T 16 Reinforcement is ……OK
Minor Axis Moment = 74.47 KN.m/m K = 0.024 Z = 303.05 Asreq = 614.0 mm2/m Asmin =
520
mm2/m
Asprov =
804.25 mm2/m Provided : 16 @ 250 11.9 T 16 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = shear stress, v =
330.2 KN 0.352 N/mm2
Minor Axis Shear force, V = shear stress, v =
272.8 KN 0.305 N/mm2
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F4
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
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(A) Parameter: 1) Dead load = 2) Imposed load =
1471.95 KN 277.49 KN
Footing Length
3) Column length = 4) Column width = 5) Fcu =
650 mm 300 mm 30 N/mm2
6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) =
460 N/mm2 55 mm 100 KN/m2
9) Footing length = 10) Footing width = 11) Footing depth =
4550 mm 4550 mm 600 mm
12) Footing self weight =
Must be > 4525
298.12 KN
*
4525
mm2
Area of footing ……OK
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
h t d i W g n i t o o F
h t Column Length d i W n m u l o C
(C) Ultimate limit state: 2047.56 KN 20.48 m2 20.70 m2
Factored load, Nf = Earth pressure =
2504.71 KN 120.99 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
535 mm 2.464 N/mm2 4.38 N/mm2
Section is adequate
8320 mm 4295775 mm2 1985 KN 0.446 N/mm2 0.518 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 273.16 KN.m/m K= 0.032 Z = 508.25 Asreq = 1343.0 mm2/m Asmin =
780
mm2/m
Asprov =
2454.37 mm2/m Provided : 25 @ 200 23.4 T 25 Reinforcement is ……OK
Minor Axis Moment = 230.02 KN.m/m K = 0.029 Z = 484.5 Asreq = 1186.3 mm2/m Asmin =
780
mm2/m
Asprov =
2454.37 mm2/m Provided : 25 @ 200 23.4 T 25 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = shear stress, v =
875.3 KN 0.360 N/mm2
Minor Axis Shear force, V = shear stress, v =
792.7 KN 0.342 N/mm2
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
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(A) Parameter: 1) Deal load = 2) Imposed load =
970.56 KN 228.38 KN
Footing Length
3) Column length = 4) Column width = 5) Fcu =
300 mm 300 mm 30 N/mm2
6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) =
460 N/mm2 55 mm 100 KN/m2
9) Footing length = 10) Footing width = 11) Footing depth =
3700 mm 3700 mm 500 mm
12) Footing self weight =
Must be > 3692
164.28 KN
*
3692
mm2
Area of footing ……OK
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
h t d i W g n i t o o F
h t Column Length d i W n m u l o C
(C) Ultimate limit state: 1363.22 KN 13.63 m2 13.69 m2
Factored load, Nf = Earth pressure =
1724.19 KN 125.95 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
435 mm 3.303 N/mm2 4.38 N/mm2
Section is adequate
6420 mm 2576025 mm2 1400 KN 0.501 N/mm2 0.526 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 181.99 KN.m/m K= 0.032 Z = 413.25 Asreq = 1100.4 mm2/m Asmin =
650
mm2/m
Asprov =
2094.4 mm2/m Provided : 20 @ 150 25.1 T 20 Reinforcement is ……OK
Minor Axis Moment = 181.99 KN.m/m K = 0.035 Z = 394.25 Asreq = 1153.5 mm2/m Asmin =
650
mm2/m
Asprov =
2094.4 mm2/m Provided : 20 @ 150 25.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = shear stress, v =
589.5 KN 0.366 N/mm2
Minor Axis Shear force, V = shear stress, v =
598.8 KN 0.390 N/mm2
T2A
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
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-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footing self weight =
551.3 KN 149.1 KN 300 mm 300 mm 30 N/mm2 460 N/mm2 55 mm 100 KN/m2 2800 mm 2800 mm 400 mm 75.26 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2785 * 2785 Area of footing ……OK
mm2
(C) Ultimate limit state: 775.66 KN 7.76 m2 7.84 m2
Factored load, Nf = Earth pressure =
1010.38 KN 128.88 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
335 mm 2.513 N/mm2 4.38 N/mm2
Section is adequate
5220 mm 1703025 mm2 791 KN 0.452 N/mm2 0.470 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 100.68 KN.m/m K= 0.030 Z = 318.25 Asreq = 790.5 mm2/m Asmin =
520
mm2/m
Asprov =
1005.31 mm2/m Provided : 16 @ 200 14.6 T 16 Reinforcement is ……OK
Minor Axis Moment = 100.68 KN.m/m K = 0.033 Z = 303.05 Asreq = 830.2 mm2/m Asmin = 520 mm2/m Asprov =
1005.31 mm2/m Provided : 16 @ 200 14.6 T 16 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 330.2 KN shear stress, v = 0.352 N/mm2 Allowable shear stress, vc = 0.470 N/mm2 Section is adequate 100As/bd = 0.30 Max = 3 400/d = 1.2 Min = 1.0
Minor Axis Shear force, V = 336.0 KN shear stress, v = 0.376 N/mm2 Allowable shear stress, vc = 0.484 N/mm2 Section is adequate 100As/bd = 0.32 Max = 3 400/d = 1.25 Min = 1.0
Page 6
Sheet7
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 7
Sheet8
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 8
Sheet9
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 9
Sheet10
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 10
Sheet11
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 11
Sheet12
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 12
Sheet13
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 13
Sheet14
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 14
Sheet15
Pad Footing Design Based on BS8110:1985 Project : Peak Vista block A Client : SBC Location : F5
Reinforced Concrete Design
Made by Date
CHONG 4-Jul-11
Page no
1
Checked Revision Job No
-
-
(A) Parameter: 1) Deal load = 2) Imposed load = 3) Column length = 4) Column width = 5) Fcu = 6) Fy = 7) Cover(To 1st reinf't) = 8) Soil bearing (cut) = 9) Footing length = 10) Footing width = 11) Footing depth = 12) Footi ng sel f weight =
6294 KN 0 KN 1200 mm 250 mm 30 N/mm2 460 N/mm2 55 mm 1000 KN/m2 3000 mm 2200 mm 900 mm 142.56 K N
(B) Serviceability limit state: Unfactored load, N= Area footing required = Area footing provided =
Footing Length h t d Column Length i W n m u l o C
h t d i W g n i t o o F
Must be > 2537 * 2537 Area of footing ……OK
mm2
(C) Ultimate limit state: 6436.56 KN 6.44 m2 6.60 m2
Factored load, Nf = Earth pressure =
9441 KN 1430.45 KN/m2
(D) Shear stress at column: Effective depth, d = Shear stress at column face,v = Allowable shear stress =
835 mm 3.899 N/mm2 4.38 N/mm2
Section is adequate
12920 mm 10207275 mm2 -5160 KN -0.478 N/mm2 0.427 N/mm2
Section is adequate
(E) Punching Shear: Critical perimeter = Area within the perimeter = Punching shear force = Punching shear stress = Allowablw shear stress, vc =
(F) Bending Reinforcement: Major Axis Moment = 679.91 KN.m/m K= 0.033 Z = 793.25 Asreq = 2141.7 mm2/m Asmin =
1170
mm2/m
Asprov =
2243.99 mm2/m Provided : 20 @ 140 21.9 T 20 Reinforcement is ……OK
Minor Axis Moment = 579.33 KN.m/m K = 0.029 Z = 774.25 Asreq = 1869.7 mm2/m Asmin = 1170 mm2/m Asprov =
2094.4 mm2/m Provided : 20 @ 150 15.1 T 20 Reinforcement is ……OK
(G) Shear stress at critical section (1d from column face) Major Axis Shear force, V = 600.8 KN shear stress, v = 0.240 N/mm2 Allowable shear stress, vc = 0.433 N/mm2 Section is adequate 100As/bd = 0.27 Max = 3 400/d = 1.0 Min = 1.0
Minor Axis Shear force, V = 267.5 KN shear stress, v = 0.149 N/mm2 Allowable shear stress, vc = 0.427 N/mm2 Section is adequate 100As/bd = 0.26 Max = 3 400/d = 1.00 Min = 1.0
Page 15
