Download - Column Limitstate
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Column size [ B x D] in cms 200.0X 300.00cm
Length/Height of column(L) 12 M
Effective length= 1.50 L = 18 m
LOADS/FORCES:
Axial load on the column P= 15.00 t
Reaction of the slab=
Reaction from the conc. Load 60.00Impact factor(due to gate wt:)
Reaction due to live load=
Reactiondue to finishings=
Total Load 60.00 t
Horizontal Force= Q 10.00 t
Moment Mux 2.50 t-m
Muy 2.50 t-m
Min eccentricit L/500+b/30 136.00 mm
200cm
300cm
Grade of concrete M20
Grade of steel Fe500
DESIGN OF COLUMN
Effectively Held in position and restrained against rotation at one
end, and at other partially restrained against rotation but not held in
position
L
1,
2,
Y
X X
Y
MXX
MYY
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Modulous of elasticity of steel=Es= 200000 N/mm2
Modulous of elasticity of concrete=Ec= 22361 N/mm
Cover to reinforcement:
Side Cover 35 mm
Top cover 35 mm
c/D 0.01
d 296.50 cmSection Properties:
B= 200.00cm D= 300.0cm Area= 60000sq.cm
M.I. Of column= Ixx= 2E+08 cm4
Iyy= 4.5E+08cm
4
Radius of gyration:
rxx= 57.735 cm
ryy= 86.6025 cm
Le/h= 9
Slenderness ratio=
SRxx= 31.18
Sryy= 20.78
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Adjustment factor=k= 1.513 1.00
Therefore revised moments & orces=
Pu= 225.00 kN
Mux= 11.43 kN_mMuy= 11.43 kN_m
0.453fc 0.002
3/7 0.0019136.83
2E+07 N-mm4/7
Nst =0.870
y As = 434.783As
Factored load:
Pu= 22.50 tQu= 15 tMu= 11.43 t-m
Shear stress= 0.03N/mm2
Pu/fcBD= 0.002Mu/fcBD 2= 0.000
xumax/d 0.456
Reinforcement:
From chart w= 0.184Ast= 442.70 sq.cmMin steel= 480 sq.cmMax. of above two values= 480.00 sq.cm Okay
Dia of bar= 25.00 mmNo. of rods 98Area 481.06 sq.cmNo. of rods provided 98Area provided 481.06 sq.cm
Nc=0.367fc b x=
c
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Pt= 0.80%
Check for shear
Shear stress= 0.25 kg/sq.cm0.025 N/mm
Permissible shear= c= 0.58 N/mm
oka
Transverse Reinforcement:
Legs 2 no
Dia 8 mm >dia of mai
Vus=Qu -cBd= 0 kgSpacing 0 cm c/c
Cosidering shear contribution of concrete 0.00 cm c/c
Not considering shear contribution of concrete,spacing= 71.75 cm c/cspacing= 25.00 cm c/c
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0
100
200
300
400
500
600
0 0.001 0.002 0.003 0.004 0.005
STRESS(N/MM2)
STRAIN
STRESS VS STRAIN
Fe434.8
Fe500
Fe360.9
Fe415
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Nominal Transverse Reinforcement:
220.73kN
24.53kN-m
98.10kN 200.00cm
Fe500 Fe434.8
DESIGN CURVES=0.87F
offsetstrain
stress interms of strain e
stress
(N/mm2)
offsetstrain
stress interms of strain e
stress
(N/mm2)
fy fy0 0 0 0 0 0 0
0 0.80 0.002 400.00 0 0.80 0.00174 347.840.0001 0.85 0.00222 425.00 0.0001 0.85 0.00195 369.580.0003 0.90 0.00255 450.00 0.0003 0.90 0.00226 391.320.0007 0.95 0.00308 475.00 0.0007 0.95 0.00277 413.060.0010 0.98 0.00344 487.50 0.0010 0.98 0.00312 423.93
0.0020 1.00 0.0045 500.00 0.0020 1.00 0.00417 434.80
Fe415 DESIGN CURVES=0.87F
offsetstrain
stress interms of strain e
stress
(N/mm2)
offsetstrain
stress interms of strain e
stress
(N/mm2)
fy fy0 0.00000 0 0 0 0.00000 0
0 0.80 0.00166 332.00 0 0.80 0.00144 288.720.0001 0.85 0.00186 352.75 0.0001 0.85 0.00163 306.770.0003 0.90 0.00217 373.50 0.0003 0.90 0.00192 324.810.0007 0.95 0.00267 394.25 0.0007 0.95 0.00241 342.860.0010 0.98 0.00302 404.63 0.0010 0.98 0.00276 351.880.0020 1.00 0.00408 415.00 0.0020 1.00 0.00380 360.90
300cm X
X
Y Y
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h= 300 cmEPSILON_CU= 0.0019 sy= 1.8242894
LAMBDA= 1.026251
ZONE ALPHA BETA REMARKS ALPHA BETA
2 0.296 0.373
-0.865 0.358
3,4 & 4A 0.364 0.416 0.364 0.416
5 0.165 -0.118
2
3
1345.0
13414
002.0i.e.,
1
cu
FOR
3145.0
134
222
0035.00.002i.e.,
1
cu
FOR
2
21
4145.0
2
2
421
85.24
7
3
hx
h
37
4