PIER CAP
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Transcript of PIER CAP
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8/18/2019 PIER CAP
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Design of Pier Cap at support section
Grade of concrete=
Fe=
BM at support = kN - m
m = mm
( 60mm effective cover)
(Basic stress values from IRC-21 ,page no.18)The design Constents are calculated as followes:
Es/Ec
N= nutral axis constent
10 * from IRC 21 (Table-9. page-18)
M *σbc + σst 10 * + =
(Table-10. page-18)
= fy= Fe-500 =
Es= 2x105
N/mm2
j = Leaver arm constent = 2x105
N/m2
N
3
=
Q= Moment of Resistance co-efficient
= 0.5 * σbc * j * N
= x x x
=
Effective depth required:
d req. = M =Q.b
= mm
d prov. = mm Hance Safe
Area of Main Reinforcement .
σst * j * d
or
(Refar clause 707.2.7 ,as per IRC-78:2000@ page no.25)
Minimum Area of steel = 0.15% of gross area
(Ast) dist. =
there fore main steel Area is=
Spacing of main Steel bars;
S = π (dia)2
/4 *1000 = x
Provide 16 mm dia @ c/c
4 no /meter in each layers
Ast provided =
240 σbc 8.33
0.258 σst 240
0.258
0.98
0.258
3
0.914
0.5 8.33 0.914
0.98*1000
294.25
540
(Ast) long. =
M 25
8.49E+07
=8.33
8.33
- = 1 -
fck= 25M 25
600
d= 540 mm
10
=M *σbc
500
84.85
D= 0.60
= 1
720.00 mm2
1000= 279 mm
720.00 720.00
200 mm
1005 mm2
200.96
= 716.30 mm2240 *0.914 * 540
0.15 x 600.00 = 720 mm2100800 x
M=
8.49E+07
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8/18/2019 PIER CAP
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8/18/2019 PIER CAP
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