deflection calculation
TRANSCRIPT
-
8/2/2019 Deflection Calculation
1/2
References/results
=
=
=
=
=
=
=
=
= 4 T bar
= 0 T bar
==
=
=======
==
=
=
=
=
=
=
=
=
=
=
K4 =
=
=
=
7.86E+09 mm4
Deflection due to shrinkage
Mr / M 0.920
z/d =[ 1 - (x/3d) ] 0.887
x/d 0.338 Referring Table 91 to 94 of SP-16
Ir/(B.D3/12) 0.72 Referring Table 87 to 90 of SP-16
Cracking moment of Inertia [Ir ] 5.18E+09 mm4
Pt.m 3.92Pc.(m-1)/Pt.m 0.00
% of Compresion steel [ Pc ] 0.00
Compression steel provided 12
% of Tensile steel [ Pt ] 0.52
Elastic modulus of concrete ( Ec = 5000fck ) 27386.13d' / d 0.12
Flextural tensile strength fcr = 0.7fck 3.834
kN.m
N/mm2Modulur ratio [ m = Es / Ec ] = 7.49
Gross moment of inertia [ I r =( B.D3)/12 ]
Effective depth (d) 535 mm
Distance of outer most compression fibre (yt) 300.0 mmCracking moment [ Mr = fcr*Igr/yt ] 92.0
Mpa Clause 6.2.2 of IS:456-20007.2E+09 mm4
Cover to tension reinforcement 55 mm
Tension steel provided 20
Grade of steel 410 MpaElastic modulus of steel [ Es ] 205 kN/mm2
Depth (D) 600 mm
Grade of concrete 30 Mpa
60 kN.m
40 kN.m
mm
Bending moment at service LoadPermanent component
Transient component
Length of member [ L ] 5000 mm
27-Apr-12
Subject:
Deflection Calculation
Verified by:
Date:
CALCULATION SHEET
Created by:
Date:
Project code:
Serial no: Calculation title:
MM
Properties of cracked section
Section Propoerties
Sheet no:
Revision:
25 mm
Width (B) 400
Type of Element
Value of K3 0.063Pt - Pc 0.524
Continuous
Refer C.3.1 of IS:456-2000
0.410 mm
0.521
Ultimate shrinkage strain [cs] 0.0003 Refer 6.2.4 of IS:456-2000
Elastic deflection of the point [ ]
Elastic deflection of cracked section [C=.Igr/Ieff ] 22.90 mm
2.6050E-07Shrinkage Curvature [ cs = K4.cs / D ]Shringake deflection [ acs ]
-
8/2/2019 Deflection Calculation
2/2
References/results
27-Apr-12
Subject:
Deflection Calculation
Verified by:
Date:
CALCULATION SHEET
Created by:
Date:
Project code:
Serial no: Calculation title:
MM
Sheet no:
Revision:
=
=
=
=
=
=
=
=
=
=
=
=
=
Age of Loading 28 Days
Deflection due to Creep
Refer 6.2.5.1 of IS:456-2000
Ecc = Ec / (1+) 10533.1 N/mm2Creep Coefficient [ ] 1.6
m' = Es / Ecc 19.46Pt.m 10.19
Pc.(m-1)/Pt.m 0.00
Ir/(B.D3/12) 1.20
Cracking moment of Inertia [Ir ] 8.64E+09 mm4
Referring Table 91 to 94 of SP-16x/d 0.338
Referring Table 87 to 90 of SP-16
13.74 mm
Initial + Creep deflection due to permanent load [ ai
cc (perm) = *M1/(M1+M2)*(Ec/Ecc)*(Ieff/IeffC) ]
IeffC 7.20E+09 mm4
Nature of Deflection Value (mm) Permissible Limit (mm)
Refer C.4 of IS:456-2000
Creep deflection due to permanent load [
acc (perm) = ai cc (perm) - ai (perm) ]28.84 mm
42.58 mm
Short Term deflection due to permanent load [ ai
(perm) = C.M1/(M1+M2) ]
L/250
L/350 14.29Deflection due to creep and shrinkage 29.25
Total defelction ( Long term) due to initial load,
shrinkage and creep52.15
Comment
Fails
Fails
20