Page 2 For interior beams, the point of inflexion will be slightly more than . An experienced engineer will use his past experience to place the points of inflexion appropriately. Now redundancy has reduced by two for each beam. The third assumption is that axial force in the beams is zero. With these three assumptions one could analyse this frame for vertical loads. L 1 . 0 Example 36.1 Analyse the building frame shown in Fig. 36.5a for vertical loads using approximate methods. Page 3 For interior beams, the point of inflexion will be slightly more than . An experienced engineer will use his past experience to place the points of inflexion appropriately. Now redundancy has reduced by two for each beam. The third assumption is that axial force in the beams is zero. With these three assumptions one could analyse this frame for vertical loads. L 1 . 0 Example 36.1 Analyse the building frame shown in Fig. 36.5a for vertical loads using approximate methods. Solution: In this case the inflexion points are assumed to occur in the beam at from columns as shown in Fig. 36.5b. The calculation of beam moments is shown in Fig. 36.5c. () m L 6 . 0 1 . 0 = Page 4 For interior beams, the point of inflexion will be slightly more than . An experienced engineer will use his past experience to place the points of inflexion appropriately. Now redundancy has reduced by two for each beam. The third assumption is that axial force in the beams is zero. With these three assumptions one could analyse this frame for vertical loads. L 1 . 0 Example 36.1 Analyse the building frame shown in Fig. 36.5a for vertical loads using approximate methods. Solution: In this case the inflexion points are assumed to occur in the beam at from columns as shown in Fig. 36.5b. The calculation of beam moments is shown in Fig. 36.5c. () m L 6 . 0 1 . 0 = Page 5 For interior beams, the point of inflexion will be slightly more than . An experienced engineer will use his past experience to place the points of inflexion appropriately. Now redundancy has reduced by two for each beam. The third assumption is that axial force in the beams is zero. With these three assumptions one could analyse this frame for vertical loads. L 1 . 0 Example 36.1 Analyse the building frame shown in Fig. 36.5a for vertical loads using approximate methods. Solution: In this case the inflexion points are assumed to occur in the beam at from columns as shown in Fig. 36.5b. The calculation of beam moments is shown in Fig. 36.5c. () m L 6 . 0 1 . 0 = Now the beam moment is divided equally between lower column and upper column. It is observed that the middle column is not subjected to any moment, as the moment from the right and the moment from the left column balance each other. The moment in the beam ve - ve - BE is . Hence this moment is divided between column and kN.m 1 . 8 BC BA. Hence, kN.m 05 . 4 2 1 . 8 = = = BA BC M M . The maximum moment in beam ve + BE is . The columns do carry axial loads. The axial compressive loads in the columns can be easily computed. This is shown in Fig. 36.5d. kN.m 4 . 14 36.3 Analysis of Building Frames to lateral (horizontal) Loads A building frame may be subjected to wind and earthquake loads during its life time. Thus, the building frames must be designed to withstand lateral loads. A two-storey two-bay multistory frame subjected to lateral loads is shown in Fig. 36.6. The actual deflected shape (as obtained by exact methods) of the frame is also shown in the figure by dotted lines. The given frame is statically indeterminate to degree 12.Read More

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