Hello
When pouring a basement wall of 300mm a problem occured in the batch plant which led to a concrete delay of 5 hours (half of the basement wall was poured). A cold joint was formed as noticed in the picture. The basement wall is resisting a soil pressure as well as a high water table...
Hi
Sap or etabs design the beam for bending moment shear and torsion. Tension reinforcement if any should be added to your steel section manually. A.column is designed for PMM curvature but not the beam.
It depends how u calculated the tributary area. Generally if u ignore the slab and consider that all the load is carried by the beam it won't converg with the FEM since the slab has out of plane stiffness and it can carry some of the load. If u a really want to compare then u must assign in ur...
Thank you kootk.
Do u think your above statement is applicable also for end pinned beams having some minimal top bars - less than the 1/3 that u have proposed or it is just for beams having none at all of top bars ?
One more thing. Kootk stated that shear will be affected without negative flexural capacity. Can u please elaborate ? Personally when i assume pinned connection in the analysis i put some minimal reinforcement which will.not depend of the bottom that i have unless i am in seismic zone for the...
Hookie66, i meant by detailing the connection details between the secondary and primary since as far as i know there is no hinge detail between elements built integrally.
Hi
So if i understand well detailing doesnt have to do much since whether we assume pinned or fixed end the detail will always be the same for the connection between secondary and primary (top bars anchored in the primary beam with a 12db hook). At the end the structute will behave as you design...
Thank you kootk for your answer.
Couple of things to add:
1- I am restrained by the column of 20 cm (arquitectural reasons). The zone is non seismic
2- I will use the 1.25fy and if the column can not accomodate the moment generated by the top steel of the beam i will enlarge it from the other...
...some minimal top reinforcement in the discontinious part and design the beam as pinned at its end.
Note that the column will be designed with a phi*Mn generated by the minimal top reinforcement located at the column location.
Also note that this is a particular case where the column on which...
Some of your structures that u added are unstable. Check also when the analysis is running the mode shapes to see if there is anything suspicious and if etabs is indicating some unstable structure.
If.not chexk that u have enough space on your disk. It may be as easy as this.
check the area spring of your raft in which direction you made it. U should have springs or restraints in the 3 directions in order for your building to be stable.
Check the unsupported length considered by the program. If the program is not considering the beams which will brace your column, then overwrite it. Otherwise, if the height is correct, then you have a big axial force which is exceeding the Euler force. Don't forget that the ultimate axial force...
the non iterative consider ur dead loads as ur vertical loads only. That's why u have smaller second order moments
generally, it is used as a preliminary design since it is faster. I never use it
Hi.
1- u can assign moment releases for all the columns or assign a stiffness modifiers to their bending moment in the 2 axes of the column equal to 0.01.
2- after defining the wind load cases, u should assign ur diaphragms and then u are ready to run the calculations.
Hello,
i have a preliminary pile load test where a central pile if being placed between 4 anchor piles. The designer is requesting a maximum load of 2 times the service pile load capacity along with a high strain dynamic test.
Generally, once the pile is subject to the ultimate pile load test...
