Eccentric Footing By Ws.pdf 61z27
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TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
DESIGN Of FOOTING FOR THE APPROACH SLAB PIER DATA: Safe bearing capacity of soil=q= 15 t/sq.m Vertical load on the column=P= 65.8 t Horizontal Force in x direction=Hx 0.00t LA= 0m Horizontal force in z direction=Hz= 0.00t LA= 0m Moment in x-direction=Mx 0.0 T-M Moment in z dirction=Mz= 42.16 T-M Total Moment In X-direction=Mx+Hz x Y1= 0.0 T-M Total Moment in Z-direction=Mz+Hx x Y2= 42.16 T-M The moment due to temperature & braking force is assumed to the abutments a small moments due to min. eccentricity is assumed Column height 5m
P
HX
X
Z X
HZ
Z
MZ
MX
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
unit weight of sub strata Angle of internal friction of the soil Grade of concrete Grade of steel Permissible strength of concrete Permissible strength of steel Unit weight of concrete K2= Cohesive resistance of soil= size of column [ a x b ]
a= 230 b= 540 Depth of foundation for the above value of=
CHECKED
2.4 20 M Fe 70 2300 2.5 0.49 20
t/cum. deg. 20 415 kg/sq.cm kg/sq.cm t/cum. t/sq.m
138.1
m
mm mm
column reinforcement ties B
pier
b a
Footing L
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
ratio =b/a= Permissible stress for punching shear= Depth at the edges COMPUTATION: Minimum depth of foundation M.R. parameters
Self weight of footing Total weight on footing Required area of footing Length of footing Width of footing Ixx= Izz=
CHECKED
2.348 10 kg/sq.cm 30 cm
m= k= j= Q=
10 % W = P=(1+10%)xW+M/e= A= =P/q= L= say A= B=
1.502 13.333 0.289 0.904 9.131 6.580 80.131 5.342 1.508 2.600 4.200 16.052 6.152
m
t t sq.m m m m m4 m4
Weight of soil on the footing
Net upward force Strees due to MX Strees due to Mz f1= f2= f3= f4=
Pd fx fz
6.026 t/sq.m 0.000 t/sq.m 8.910 t/sq.m -2.885 14.936 14.936 -2.885
t/sq.m t/sq.m t/sq.m t/sq.m
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
SHEET NO.
<SBC, Okay
L =2.60m
P (L-a)/2-d =0.69m
Q
=0.54m B
=4.20m
d
30cm
S R
1.185
=0.23m 20.0 STRESS(t/sq.m)
20.0 STRESS(t/sq.m)
15.0 10.0 5.0 0.0 -5.00.00
2.60
15.0 10.0 5.0 0.0 0.00
4.20 BASE WIDTH(Q-R)
BASE WIDTH(P-Q)
15.0 10.0 5.0 0.0 -5.00.00
2.60 BASE WIDTH(R-S)
STRESS(t/sq.m)
STRESS(t/sq.m)
20.0
0.0 0.00 -1.0
4.20
-2.0 -3.0 -4.0 BASE WIDTH(P-S)
STRESS DISTRIBUTION AT THE BASE
BENDING MOMENT: l1=(L-a) l2=(B-b)
2.37 3.66
l1=(L-a)/2 l2=(B-b)/2
M1 be moment normal to b-side M2 be moment normal to a-side max. B.M= DEPTH OF FOOTING: Width B b
M1= M2= M3=
B b 8
1.185 m 1.83 m 4.231 t-m 5.116 t-m 11.045 t-m
526.250 mm
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
8
Depth based on M1 Depth based on M2 Depth based on M3 Choose maximum d= Say Depth from shear consideration:
d1= d2=
d= Dia of the bar Clear cover
de= Effective depth at edges(considering bars spaced at rt.angles) overall depth=
29.672 32.631 47.943 47.943 50.000
cm cm cm cm cm
12 50 244 300
mm mm mm mm
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
SHEET NO.
i] One way shear V= Effective depth of footing at d from column face=d'= Top width of the section at the point= Depth of neutral axis=kd'= Width of section at N.A.=b'= _v= k= ast % of steel _c
_v <
17.336 39.198 208.43 11.31 247.86 17.843 1.000 4.071 0.019 28.045 _c
t cm cm cm cm t/sq.m sq.cm sq.cm t/sq.m okay
Weight of soil on the footing
Depth for punching shear=
L
104.00 B
73.00
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING La= Lb= A= V'= bo=2(b+d)+2(a+d) Effective depth at critical section=do= From face of column= shear stress=v Permissible shear stress=
73.000 104.000 10.161 61.225 2.500 25.000 44.599 54.912
CHECKED
cm cm sq.m t m cm cm t/sq.m
ks=0.5+c
c =b/a= 2.348 Therefore ks= 2.848 If ks>1.5, then ks is restricted to 1 Therefore ks= 1.000 c' 0.16 f ck 71.554 t/sq.m ksc 71.554 t/sq.m Overall depth of footing assuming dia of bar= 12 568.000 mm Over all depth adopted= 600.000 mm Available effective depth= 532.000 mm CALCULATION OF AREA OF STEEL: Ast1=area of steel for M1 Minimum area of steel= Dia of bar Area No. of bars
=
Ast2= area of steel for M2 Dia of bar Area No. of bars
= =
= =
=
10.0 9 12 1.13 10
sq.cm sq.cm mm sq.cm
19.06 sq.cm 12 mm 1.13 sq.cm 18
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
Ld
CHECK FOR TRANSFER OF LOAD AT THE BASE: As per code the bearing pressure cbr > .25 fck sqrt(A1/A2) A1(based on side slope of= 2 H:1V A1 = 8.64 sq.m A2 = 0.12 sq.m A1/A2 = 69.59 A1 A2
As per code if
8.34
A1 2 th e n a d o p t 2 A2
Therefore Therefore bearing pressure Actual bearing pressure
A1 A2
2.00
= =
1000.0 t/sq.m 529.79 t/sq.m safe
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
Check for development length: Length of bars available on either face or critical section for bending= Ld=
1.667 m 76.67 0.92 m
SAFE Therefore provide hook equal to a Length=
Area resisting this=2(a+b)xd= Therefore d= d= Adopt the depth=
mm OKAY
154 39.757 50.000 50.000
d sq.cm cm cm cm
Calculatio of revised depth if s_v>s_c Area= 2.877 sq.m breadth of footing= Depth at this section= Effective depth= Shear stress=
V'=
17.336 154.000 41.561 32.561 3.825
t cm cm cm kg/sq.cm OKAY
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
iii] check for two way shear(Punching shear) Net shear perimeter of critical section bo= 3.668 Dist from edge for critical section(along Lspan)= 919.000 1564.000 Dist from edge for critical section(alongBLspan)= Area 3.860 Depth at the point 455.105 Shear at the critical section= 23.258 _v'= 13.932 permissible shear stress= ks x s_c' = ks x sqrt(fck) where ks= 1.000 Therefore permissible shear stress= 70.166 _v' <
ks.s_c'
m
sq.m t t/sq.m
t/sq.m "okay"
By Limit state Method: Moment of resistance with respect to concrete= Factored moment=Mu= Effective depth=d= Effective depth as per working stress= Depth provided is okay Neutral axis depth ratio=xu/d=
2.75 165.671 410 480
bd^2 kN-m mm mm
Area of steel for balanced section=Ast2= Area of steel provided= Min area of steel= Hence area provided is okay
975.29 mm 1905.71 mm2 2 900 mm
0.479 2
SHEET NO.
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
DESIGN Of FOOTING FOR THE APPROACH SLAB PIER DATA: Safe bearing capacity of soil=q= 15 t/sq.m Vertical load on the column=P= 65.8 t Horizontal Force in x direction=Hx 0.00t LA= 0m Horizontal force in z direction=Hz= 0.00t LA= 0m Moment in x-direction=Mx 0.0 T-M Moment in z dirction=Mz= 42.16 T-M Total Moment In X-direction=Mx+Hz x Y1= 0.0 T-M Total Moment in Z-direction=Mz+Hx x Y2= 42.16 T-M The moment due to temperature & braking force is assumed to the abutments a small moments due to min. eccentricity is assumed Column height 5m
P
HX
X
Z X
HZ
Z
MZ
MX
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
unit weight of sub strata Angle of internal friction of the soil Grade of concrete Grade of steel Permissible strength of concrete Permissible strength of steel Unit weight of concrete K2= Cohesive resistance of soil= size of column [ a x b ]
a= 230 b= 540 Depth of foundation for the above value of=
CHECKED
2.4 20 M Fe 70 2300 2.5 0.49 20
t/cum. deg. 20 415 kg/sq.cm kg/sq.cm t/cum. t/sq.m
138.1
m
mm mm
column reinforcement ties B
pier
b a
Footing L
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
ratio =b/a= Permissible stress for punching shear= Depth at the edges COMPUTATION: Minimum depth of foundation M.R. parameters
Self weight of footing Total weight on footing Required area of footing Length of footing Width of footing Ixx= Izz=
CHECKED
2.348 10 kg/sq.cm 30 cm
m= k= j= Q=
10 % W = P=(1+10%)xW+M/e= A= =P/q= L= say A= B=
1.502 13.333 0.289 0.904 9.131 6.580 80.131 5.342 1.508 2.600 4.200 16.052 6.152
m
t t sq.m m m m m4 m4
Weight of soil on the footing
Net upward force Strees due to MX Strees due to Mz f1= f2= f3= f4=
Pd fx fz
6.026 t/sq.m 0.000 t/sq.m 8.910 t/sq.m -2.885 14.936 14.936 -2.885
t/sq.m t/sq.m t/sq.m t/sq.m
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
SHEET NO.
<SBC, Okay
L =2.60m
P (L-a)/2-d =0.69m
Q
=0.54m B
=4.20m
d
30cm
S R
1.185
=0.23m 20.0 STRESS(t/sq.m)
20.0 STRESS(t/sq.m)
15.0 10.0 5.0 0.0 -5.00.00
2.60
15.0 10.0 5.0 0.0 0.00
4.20 BASE WIDTH(Q-R)
BASE WIDTH(P-Q)
15.0 10.0 5.0 0.0 -5.00.00
2.60 BASE WIDTH(R-S)
STRESS(t/sq.m)
STRESS(t/sq.m)
20.0
0.0 0.00 -1.0
4.20
-2.0 -3.0 -4.0 BASE WIDTH(P-S)
STRESS DISTRIBUTION AT THE BASE
BENDING MOMENT: l1=(L-a) l2=(B-b)
2.37 3.66
l1=(L-a)/2 l2=(B-b)/2
M1 be moment normal to b-side M2 be moment normal to a-side max. B.M= DEPTH OF FOOTING: Width B b
M1= M2= M3=
B b 8
1.185 m 1.83 m 4.231 t-m 5.116 t-m 11.045 t-m
526.250 mm
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
8
Depth based on M1 Depth based on M2 Depth based on M3 Choose maximum d= Say Depth from shear consideration:
d1= d2=
d= Dia of the bar Clear cover
de= Effective depth at edges(considering bars spaced at rt.angles) overall depth=
29.672 32.631 47.943 47.943 50.000
cm cm cm cm cm
12 50 244 300
mm mm mm mm
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
SHEET NO.
i] One way shear V= Effective depth of footing at d from column face=d'= Top width of the section at the point= Depth of neutral axis=kd'= Width of section at N.A.=b'= _v= k= ast % of steel _c
_v <
17.336 39.198 208.43 11.31 247.86 17.843 1.000 4.071 0.019 28.045 _c
t cm cm cm cm t/sq.m sq.cm sq.cm t/sq.m okay
Weight of soil on the footing
Depth for punching shear=
L
104.00 B
73.00
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING La= Lb= A= V'= bo=2(b+d)+2(a+d) Effective depth at critical section=do= From face of column= shear stress=v Permissible shear stress=
73.000 104.000 10.161 61.225 2.500 25.000 44.599 54.912
CHECKED
cm cm sq.m t m cm cm t/sq.m
ks=0.5+c
c =b/a= 2.348 Therefore ks= 2.848 If ks>1.5, then ks is restricted to 1 Therefore ks= 1.000 c' 0.16 f ck 71.554 t/sq.m ksc 71.554 t/sq.m Overall depth of footing assuming dia of bar= 12 568.000 mm Over all depth adopted= 600.000 mm Available effective depth= 532.000 mm CALCULATION OF AREA OF STEEL: Ast1=area of steel for M1 Minimum area of steel= Dia of bar Area No. of bars
=
Ast2= area of steel for M2 Dia of bar Area No. of bars
= =
= =
=
10.0 9 12 1.13 10
sq.cm sq.cm mm sq.cm
19.06 sq.cm 12 mm 1.13 sq.cm 18
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
Ld
CHECK FOR TRANSFER OF LOAD AT THE BASE: As per code the bearing pressure cbr > .25 fck sqrt(A1/A2) A1(based on side slope of= 2 H:1V A1 = 8.64 sq.m A2 = 0.12 sq.m A1/A2 = 69.59 A1 A2
As per code if
8.34
A1 2 th e n a d o p t 2 A2
Therefore Therefore bearing pressure Actual bearing pressure
A1 A2
2.00
= =
1000.0 t/sq.m 529.79 t/sq.m safe
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
Check for development length: Length of bars available on either face or critical section for bending= Ld=
1.667 m 76.67 0.92 m
SAFE Therefore provide hook equal to a Length=
Area resisting this=2(a+b)xd= Therefore d= d= Adopt the depth=
mm OKAY
154 39.757 50.000 50.000
d sq.cm cm cm cm
Calculatio of revised depth if s_v>s_c Area= 2.877 sq.m breadth of footing= Depth at this section= Effective depth= Shear stress=
V'=
17.336 154.000 41.561 32.561 3.825
t cm cm cm kg/sq.cm OKAY
SHEET NO.
TITLE:
DESIGNED BY:
ECCENTRIC FOOTING
CHECKED
iii] check for two way shear(Punching shear) Net shear perimeter of critical section bo= 3.668 Dist from edge for critical section(along Lspan)= 919.000 1564.000 Dist from edge for critical section(alongBLspan)= Area 3.860 Depth at the point 455.105 Shear at the critical section= 23.258 _v'= 13.932 permissible shear stress= ks x s_c' = ks x sqrt(fck) where ks= 1.000 Therefore permissible shear stress= 70.166 _v' <
ks.s_c'
m
sq.m t t/sq.m
t/sq.m "okay"
By Limit state Method: Moment of resistance with respect to concrete= Factored moment=Mu= Effective depth=d= Effective depth as per working stress= Depth provided is okay Neutral axis depth ratio=xu/d=
2.75 165.671 410 480
bd^2 kN-m mm mm
Area of steel for balanced section=Ast2= Area of steel provided= Min area of steel= Hence area provided is okay
975.29 mm 1905.71 mm2 2 900 mm
0.479 2
SHEET NO.
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