comp col_c9 at grid 3 _bot_b2 lower
TRANSCRIPT
Stress and Strain Table in different loading condition Conclusion codes:
Ec = 30000 N/mm21 can be loaded further till stress or strain reach the allowable limit
Case 1 : Temporary loading condition Es = 205000 N/mm22 Can not be loaded further
For concrete inside the column
Axial LoadNu
Major axis
moment Mx
Minor axis
moment My
Squash LoadPu
Stress due to Nu(N/mm2)
Stress due to Mx(N/mm2)
Stress due to My(N/mm2)
Total Max stress(N/mm2)
Total Max strain
allowable stress(N/mm2)
allowable strain(N/mm2) C
oncl
usio
n Stress due to Nu(N/mm2)
Stress due to Mx(N/mm2)
Stress due to My(N/mm2)
Total Max stress(N/mm2)
allowable stress(N/mm2)
Total Max strain
allowable strain(N/mm2) C
oncl
usio
n
Axial 33135 0 0 57508.2 88.59 0 0 88.59 0.00043 345 0.00168 1 12.96 0 0 12.96 17.87 0.00043 0.0035 1
Axial+Major axis moment 33135 1621 0 57508.2 88.59 5.01 0 93.60 0.00046 345 0.00168 1 12.96 5.01 0 13.70 17.87 0.00046 0.0035 1
Axial+Minor axis moment 33135 0 1621 57508.2 88.59 0 5.71 94.30 0.00046 345 0.00168 1 12.96 0 5.71 13.80 17.87 0.00046 0.0035 1
Axial+Biaxial Moment 33135 4000 4000 57508.2 88.59 5.01 5.71 99.31 0.00048 345 0.00168 1 12.96 5.01 5.71 14.53 17.87 0.00048 0.0035 1
Thus in the worst case the remaining stress capacity of concrete = 17.87-14.53 = 3.33 N/mm2
additional vertical load capacity = = 1877.28 kN
or additional moment capacity = = 499.52 kNm
Similarly for steel rectangular column
the remaining stress capacity of steel sec = 345-99.31 = 245.69 N/mm2
additional vertical load capacity = = 33610.2 kN
or additional moment capacity = = 2258.19 kNm
Thus it clear from the above table and subsequent calculation of the remaining capacity in the concrete and steel portion of the composite plunge columns that the plunge column can be further loaded
as required in permanent condition.
Loading Combination
Loading For rectangular steel column
Stress and Strain Table in different loading condition Conclusion codes:
Ec = 30000 N/mm21 can be loaded further till stress or strain reach the allowable limit
Case 1 : Temporary loading condition Es = 205000 N/mm22 Can not be loaded further
Case 2 : Permanent loading condition
For concrete inside the column
AdditionalAxial Load
Nu (kN)
Major axis
moment Mx
Minor axis
moment My
Squash LoadPu
Stress due to Nu
Stress due to Mx
Stress due to My
Total Max stress
Total Max strain
allowable stress(N/mm2)
allowable strain(N/mm2) C
oncl
usio
n Stress due to Nu(N/mm2)
Stress due to Mx(N/mm2)
Stress due to My(N/mm2)
Total Max stress(N/mm2)
allowable stress(N/mm2)
Total Max strain
allowable strain(N/mm2) C
oncl
usio
n
Axial 41088 0 0 117760 56.00 0 0 56.00 0.00027 345 0.00168 1 7.65 0 0 7.65 17.87 0.00025 0.0035 1
Axial+Major axis moment 41088 4000 117760 56.00 0.18 0 56.18 0.00027 345 0.00168 1 7.65 0.02 0 7.7 17.87 0.00026 0.0035 1
Axial+Minor axis moment 41088 0 4000 117760 56.00 0 0.26 56.26 0.00027 345 0.00168 1 7.65 0 0.03 7.68 17.87 0.00026 0.0035 1
Axial+Biaxial Moment 41088 4000 4000 117760 56.00 0.18 0.26 56.44 0.00028 345 0.00168 1 7.65 0.02 0.03 7.70 17.87 0.00026 0.0035 1
Case 3 : Permanent loading condition case 1+case 2
For concrete inside the column
AdditionalAxial Load
Nu (kN)
Major axis
moment Mx
Minor axis
moment My
Squash LoadPu
Stress due to Nu
Stress due to Mx
Stress due to My
Total Max stress
Total Max strain
allowable stress(N/mm2)
allowable strain(N/mm2) C
oncl
usio
n Stress due to Nu(N/mm2)
Stress due to Mx(N/mm2)
Stress due to My(N/mm2)
Total Max stress(N/mm2)
allowable stress(N/mm2)
Total Max strain
allowable strain(N/mm2) C
oncl
usio
n
Axial 74223 0 0 117760 144.59 0 0 144.59 0.00071 345 0.00168 1 20.613 0 0 20.613 17.87 0.00069 0.0035 1
Axial+Major axis moment 74223 5621 0 117760 144.59 5.18916 0 149.78 0.00073 345 0.00168 1 20.613 5.03 0 21.378 17.87 0.00071 0.0035 1
Axial+Minor axis moment 74223 0 5621 117760 144.59 0 5.97 150.56 0.00073 345 0.00168 1 20.613 0 5.74 21.480 17.87 0.00072 0.0035 1
Axial+Biaxial Moment 74223 8000 8000 117760 144.59 5.18916 5.97 155.75 0.00076 345 0.00168 1 20.613 5.03 5.74 22.237 17.87 0.00074 0.0035 1
Thus it clear referring the above table that even after the further loading of the temporary column with the permanent loading and with the concrete encasing around it, the final stress and starin in the steel
rectangular steel column and the conrete filled in it are less than the aloowable limit.
Hence the design is satisfactory.
Loading Combination
Loading For rectangular steel column
Loading Combination
Loading For rectangular steel column