The piled raft foundation system is a type of composite foundation which involves the contribution of piles, raft, and soil to transmit heavy loads of the superstructure to the ground. In th…Full description
Raft foundation design based on BS8110Full description
Design of Raft FoundationFull description
Full description
slabFull description
designFull description
Raft foundation design based on BS8110Full description
Full description
Eng Ahmad Al Omari , Eng Essam Ghaith Eng & Qutaiba HameediFull description
Full description
pile raftFull description
Full description
This file describes what is piled raft foundation along with 2 world famous examples
method statement for raftFull description
Descripción completa
Full description
kazıklı temel hesabı
DESIGN OF RAFT FOOTING
CF1
DESIGN CALCULATION Load on all columns = Load From Lift = Load From retaining wall = Other Loads = Self Weight Of Footing = Total design load on footing
SUMMARY W1 = W2 = W3 = W4 = W5 = P=
SBC of soil = SBC= Required Area of Footing Ao=P/SBC= Footin Footing g size size provided provided ( Lf Lf x Bf )= AS/DT AS/DT Net upward press. (total load/A)= Po= Max. c/c dist. Of column in short dire. A= Max. c/c dist. Of column in long dire. B=
7543 0 0 0 754.3 8297.3
KN KN KN KN KN KN
300 27.66 28 269.39
KN/m2 m2 m2 KN/m2
1.8 3.6
m m
Max. Hogging BM in short direction (m1)= m1= (Po X A2)/10 (Mh1)= Max. Hogging BM in long direction (m2)= m1= (Po X B2)/10 (Mh2)=
87.28
KN-m
349.13
KN-m
Effective depth from max. BM consideration d=((M max*10^6)/(R*b))^0.5 = Provide over all depth of footing = Do= Effective depth provided = dy=
330 450 400
mm mm mm
CHECK FOR TWO WAY SHEAR (Punching) Max. load on column = P max= 1899 KN Column provided = (BxD)= 200 X 200 Critical section for two way shear is a peripheral sec. at a distance dy/2 from periphery of the column. Length of the peripheral critical section at a distance dy/2 from column face L1=D+2*dy/2= D+dy = 600
mm
Width of the peripheral critical section at a distance dy/2 from column face B1=B+2*dy/2= B+dy = 600
mm
Area resisting shear A2=2(L1+B1)Xdy =
mm
960000
Depth is Ok
Shear strength of concrete for two way bending Tuc2 = ks*Tuc where Tuc=0.25(fcu)^1/2 for m25 concrete Tuc=0.25*(25)^1/2 = 1.25 ks=1.0 Tuc2= 1.25
N/mm2 N/mm2
Shear strength of concrete for two way bending Vuc= Tuc2*A2 Vuc= 1200
Kn
Design shear Vud =1.5*Po(Lf*Bf - L1*B1)= 3 2.8 Vud= 3249 Since Vud< Vuc Foundation is is safe in tw o way shear
Kn
FALSE
STEEL CALCULATION Area of steel required in short direction Ast1= (Mh1*10^6)/(δst*j*d) Top & Bott. Steel Provided in Short direction = Y 16 Area of steel provided in short direction = Area of steel required in Long direction Ast2= (Mh2*10^6)/(δst*j*d) Top & Bott. Steel Provided in Long direction = Y 25 Area of steel provided in Long direction =
1054 @ 1340
4217 @ 4906
mm2 150 C/C sqmm Steel is Ok
mm2 100 C/C sqmm Steel is Ok
DESIGN OF RAFT FOOTING
CF2
DESIGN CALCULATION Load on all columns = Load From Lift = Load From retaining wall = Other Loads = Self Weight Of Footing = Total design load on footing
SUMMARY W1 = W2 = W3 = W4 = W5 = P=
SBC of soil = SBC= Required Area of Footing Ao=P/SBC= Footin Footing g size size provided provided ( Lf Lf x Bf )= AS/DT AS/DT Net upward press. (total load/A)= Po= Max. c/c dist. Of column in short dire. A= Max. c/c dist. Of column in long dire. B= Max. Hogging BM in short direction (m1)= m1= (Po X A2)/10 (Mh1)= Max. Hogging BM in long direction (m2)= m1= (Po X B2)/10 (Mh2)= Effective depth from max. BM consideration d=((M max*10^6)/(R*b))^0.5 = Provide over all depth of footing = Do= Effective depth provided = dy=
525.6 0 0 52.56 578.16
KN KN KN KN KN KN
300 1.93 87 6.04
KN/m2 m2 m2 KN/m2
2.4 3.6
m m
3.48
KN-m
7.83
KN-m
66 800 750
mm mm mm
CHECK FOR TWO WAY SHEAR (Punching) Max. load on column = P max= 2755 KN Column provided = (BxD)= 500 X 500 Critical section for two way shear is a peripheral sec. at a distance dy/2 from periphery of the column. Length of the peripheral critical section at a distance dy/2 from column face L1=D+2*dy/2= D+dy = 1250
mm
Width of the peripheral critical section at a distance dy/2 from column face B1=B+2*dy/2= B+dy = 1250
mm
Area resisting shear A2=2(L1+B1)Xdy =
mm
3750000
Depth is Ok
Shear strength of concrete for two way bending Tuc2 = ks*Tuc where Tuc=0.25(fcu)^1/2 for m25 concrete Tuc=0.25*(25)^1/2 = 1.25 ks=1.0 Tuc2= 1.25
N/mm2 N/mm2
Shear strength of concrete for two way bending Vuc= Tuc2*A2 Vuc= 4687.5
Kn
Design shear Vud =1.5*Po(Lf*Bf - L1*B1)= 3 2.8 Vud= 62 Since Vud< Vuc Foundation is is safe in tw o way shear
Kn
Depth is Ok
STEEL CALCULATION Area of steel required in short direction Ast1= (Mh1*10^6)/(δst*j*d) Top & Bott. Steel Provided in Short direction = Y 20 Area of steel provided in short direction = Area of steel required in Long direction Ast2= (Mh2*10^6)/(δst*j*d) Top & Bott. Steel Provided in Long direction = Y 20 Area of steel provided in Long direction =
22 @ 3140
50 @ 6280
mm2 100 C/C sqmm Steel is Ok
mm2 50 C/C sqmm Steel is Ok
DESIGN OF RAFT FOOTING
CF3
DESIGN CALCULATION Load on all columns = Load From Lift = Load From retaining wall = Other Loads = Self Weight Of Footing = Total design load on footing
SUMMARY W1 = W2 = W3 = W4 = W5 = P=
SBC of soil = SBC= Required Area of Footing Ao=P/SBC= Footin Footing g size size provided provided ( Lf Lf x Bf )= AS/DT AS/DT Net upward press. (total load/A)= Po= Max. c/c dist. Of column in short dire. A= Max. c/c dist. Of column in long dire. B= Max. Hogging BM in short direction (m1)= m1= (Po X A2)/10 (Mh1)= Max. Hogging BM in long direction (m2)= m1= (Po X B2)/10 (Mh2)= Effective depth from max. BM consideration d=((M max*10^6)/(R*b))^0.5 = Provide over all depth of footing = Do= Effective depth provided = dy=
6648 0 0 0 664.8 7312.8
KN KN KN KN KN KN
300 24.38 21 316.57
KN/m2 m2 m2 KN/m2
2.4 3.6
m m
182.35
KN-m
410.28
KN-m
477 700 650
mm mm mm
CHECK FOR TWO WAY SHEAR (Punching) Max. load on column = P max= 2628 KN Column provided = (BxD)= 500 X 500 Critical section for two way shear is a peripheral sec. at a distance dy/2 from periphery of the column. Length of the peripheral critical section at a distance dy/2 from column face L1=D+2*dy/2= D+dy = 1150
mm
Width of the peripheral critical section at a distance dy/2 from column face B1=B+2*dy/2= B+dy = 1150
mm
Area resisting shear A2=2(L1+B1)Xdy =
mm
2990000
Depth is Ok
Shear strength of concrete for two way bending Tuc2 = ks*Tuc where Tuc=0.25(fcu)^1/2 for m25 concrete Tuc=0.25*(25)^1/2 = 1.25 ks=1.0 Tuc2= 1.25
N/mm2 N/mm2
Shear strength of concrete for two way bending Vuc= Tuc2*A2 Vuc= 3737.5
Kn
Design shear Vud =1.5*Po(Lf*Bf - L1*B1)= 3 2.8 Vud= 3361 Since Vud< Vuc Foundation is is safe in tw o way shear
Kn
Depth is Ok
STEEL CALCULATION Area of steel required in short direction Ast1= (Mh1*10^6)/(δst*j*d) Top & Bott. Steel Provided in Short direction = Y 16 Area of steel provided in short direction = Area of steel required in Long direction Ast2= (Mh2*10^6)/(δst*j*d) Top & Bott. Steel Provided in Long direction = Y 16 Area of steel provided in Long direction =
