student number: B1805.150013
Posted: Sat May 21, 2022 12:23 pm
student number: B1805.150013
2. A 3m column of a building has a cross section of 35 x 35 cm and built by using concrete class of C16, steel class of S420. According to the analysis of structure maximum axial force is calculated as : 736,06KN. Maximum shear force is 29,74+m KN. Maximum design moment is 45,45+n KNm. (Here m is the last two digits of your student number and n is the first two digits of your student number. Example: B1705. 150024 m:24, n:17). During design do not use the shear force given here, calculate the shear force using capacity design method. (Ve=(Ma+Mü)/1) Ma and Mü will be calculated taking the summation of beam plastic moments and distributing it to columns using the proportion of column moment of inertia). Design the column , find the required reinforcement for loading, change the cross section of the column if it is needed. You can use the graphs given below or use another graphs from books. Disregard the buckling analysis. Control if the behaviour is strong column-weak beam by assuming that two beams as designed in question 1 is attached to that column. Observe the picture below to control it:
Earthquake Direction Deformation Ma M. 1)MA Mca Earthquake Direction M2+ M, 21.2 (M. + M) Deformation Ma M, ) Mi Ma Picture: Strong Column - Weak Beam Rule for ductile behaviour of structure
Explanation Mandatory conditions TS 500 2000 TODY-2018 25 Additional pro 25 m 30 em. 10 30 cm. 0 m de ne 0.00 min BOLA 60 -0.2355 ma PAROLA 03 DA 20 TO CZNIE 1.15.com The 15 35 12 mm P. için P, için K. (9 K() P. 3 PI Donat Beton Sinifi Sinifi cm/t cm/t 5220 S220 S220 S220 C14 C16 C20 C25 0.727 0.727 0.727 0.727 0.0227 0.0268 0.0317 0.0415 32.0 26.9 22.8 17.4 0.86 0.86 0.86 0.86 0.0114 0.0135 0.0160 0.0209 53.0 44.9 38.0 29.1 S420 S420 S420 S420 S420 S420 S420 S420 S420 C14 C16 C20 C25 C30 C35 040 C45 CSO 0.776 0.776 0.776 0.776 0.786 0.793 0.802 0.809 0.816 0.0098 0.0115 0.0136 0.0178 0.0200 0.0222 0.0249 0.0267 0.0283 35.0 30.7 26.0 19.9 17.5 15.6 13.7 12.7 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.0061 0.0071 0.0084 0.0109 0.0129 0.0148 0.0174 0.0193 0.0212 53.0 44.9 38.0 29.1 24.7 21.5 18.3 16.5 15.0 119 S500 S500 5500 5500 S500 S500 S500 S500 S500 C14 C16 C20 C25 C30 C35 C40 C45 C50 0.791 0.791 0.791 0.791 0.800 0.807 0.816 0.822 0.829 0.0076 0.0090 0.0106 0.0139 0.0156 0.0174 0.0195 0.209 0.0221 38.0 323 27.4 20.9 18.4 16.4 14.5 13.4 12.6 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.0050 0.0059 0.0070 0.0092 0.0108 0.0124 0.0146 0.0162 0.0178 53.0 44.9 38.0 29.1 24.7 21.5 18.3 16,5 15.0 Table for beam design- you can use it or you can use another technique to design it.
MIN N NI - NI th| m centres -மையாகரா TRADITED பால் பல ABAKAI AIAKAL
2. A 3m column of a building has a cross section of 35 x 35 cm and built by using concrete class of C16, steel class of S420. According to the analysis of structure maximum axial force is calculated as : 736,06KN. Maximum shear force is 29,74+m KN. Maximum design moment is 45,45+n KNm. (Here m is the last two digits of your student number and n is the first two digits of your student number. Example: B1705. 150024 m:24, n:17). During design do not use the shear force given here, calculate the shear force using capacity design method. (Ve=(Ma+Mü)/1) Ma and Mü will be calculated taking the summation of beam plastic moments and distributing it to columns using the proportion of column moment of inertia). Design the column , find the required reinforcement for loading, change the cross section of the column if it is needed. You can use the graphs given below or use another graphs from books. Disregard the buckling analysis. Control if the behaviour is strong column-weak beam by assuming that two beams as designed in question 1 is attached to that column. Observe the picture below to control it:
Earthquake Direction Deformation Ma M. 1)MA Mca Earthquake Direction M2+ M, 21.2 (M. + M) Deformation Ma M, ) Mi Ma Picture: Strong Column - Weak Beam Rule for ductile behaviour of structure
Explanation Mandatory conditions TS 500 2000 TODY-2018 25 Additional pro 25 m 30 em. 10 30 cm. 0 m de ne 0.00 min BOLA 60 -0.2355 ma PAROLA 03 DA 20 TO CZNIE 1.15.com The 15 35 12 mm P. için P, için K. (9 K() P. 3 PI Donat Beton Sinifi Sinifi cm/t cm/t 5220 S220 S220 S220 C14 C16 C20 C25 0.727 0.727 0.727 0.727 0.0227 0.0268 0.0317 0.0415 32.0 26.9 22.8 17.4 0.86 0.86 0.86 0.86 0.0114 0.0135 0.0160 0.0209 53.0 44.9 38.0 29.1 S420 S420 S420 S420 S420 S420 S420 S420 S420 C14 C16 C20 C25 C30 C35 040 C45 CSO 0.776 0.776 0.776 0.776 0.786 0.793 0.802 0.809 0.816 0.0098 0.0115 0.0136 0.0178 0.0200 0.0222 0.0249 0.0267 0.0283 35.0 30.7 26.0 19.9 17.5 15.6 13.7 12.7 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.0061 0.0071 0.0084 0.0109 0.0129 0.0148 0.0174 0.0193 0.0212 53.0 44.9 38.0 29.1 24.7 21.5 18.3 16.5 15.0 119 S500 S500 5500 5500 S500 S500 S500 S500 S500 C14 C16 C20 C25 C30 C35 C40 C45 C50 0.791 0.791 0.791 0.791 0.800 0.807 0.816 0.822 0.829 0.0076 0.0090 0.0106 0.0139 0.0156 0.0174 0.0195 0.209 0.0221 38.0 323 27.4 20.9 18.4 16.4 14.5 13.4 12.6 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.0050 0.0059 0.0070 0.0092 0.0108 0.0124 0.0146 0.0162 0.0178 53.0 44.9 38.0 29.1 24.7 21.5 18.3 16,5 15.0 Table for beam design- you can use it or you can use another technique to design it.
MIN N NI - NI th| m centres -மையாகரா TRADITED பால் பல ABAKAI AIAKAL