Is there commercially available strain gage monitoring system such that you can see in the monitor the strain conditions of shear, flexural, moment, axial load of beams and columns by strain gage being distributed in key positions of the concrete elements with wires running to a central computer...
How many years or decades before a beam can creep significantly and big is the strain difference between original and decades later (let's say for a typical beam of 500mm) depth?
How would the rebar react to the creeping concrete. Would it debond or would rebar creep too along with the concrete?
When you do coring tests on concrete like columns. What is the best replacement materials for the 50mmx100mm holes? Concrete is 4000 psi. What compressive strength results do you consider failure after concrete is 3 month old?
So for 100mm slab, it must be span in 2 directions or two-way.. meaning the long span of 6 meters and short span of 3 meters have to be both attached to the beams as in 2-way?
Has anyone designed a one way 4" slab with dimensions 3 meter by 6 meter that is fully anchored in the long span 6 meter side (to beams) but one of the short span 3 meter side open? One way slab means the long span side is attached to the beam by top bars and continuous lower bars.
Ok. Because it costs more to build double columns just so the beams won't be continuous. Moments may be lesser but more cost.
Anyway. Going back to the original beam 2B-10 being continuous across two spans. You wrote that "... shear at the concentrated load will differ by only a small amount...
Thanks BA. You stated:
If the Beam 2B-10 is not analyzed as continuous beam but separate from left to center column C-1 and from center column C-1 to right. Then the exterior columns C-2 and C-4 and the center column C-1 would be analyzed as a beam on two ends with maximum moment at midspan...
BAretired, you stated:
http://people.stfx.ca/eoguejio/235/4_SF&BM_Diagrams/Solutions/example4_1.jpg
According to the above beam example I found at net with concentrated load at midspan of beam, the shear force is maximum from support or C-1 to the concentrated load at beam midspan. But you...
slta.. I often see this in buildings and would just like to understand the load transfer thing.
BA, in two columns with beam in between, moment is zero at the two supports. But with 3 columns with beams in between them. The middle column no longer have zero moment. What is the term for it...
See attached layout. In the 3 middle columns portion, what part of the beams would have the maximum moment and shear? The secondary beams attached to the girders can be said to be point loads?
