How many beam sizes to use
How many beam sizes to use
(OP)
I'm new to structural design/analysis and so my question may sound naive, sorry.
When you design reinforced concrete, do you use a rule of thumb about how many beam/girder types to use for a given floor area?
Let me clarify. Think about a structural floor plan: The beam schedule will specify several types of beams -- each having unique width, depth and reinforcement combination. For simplicity, assume there're 2 beam types - wider and deeper beams towards the center of building and less wide and deep around the perimeter.
Obviously, there's a differential cost involved in forming 2 beam types, rather than using a single beam throughout the floor (overdesigning). That is, you may be saving on material cost (concrete and steel) if you customize the beams more for a particular loading. On the other hand, the more individualized layout incurs higher cost of design, increased and more error-prone labor and rental/purchase of forms.
Clearly, there's a balance between the demands of material efficiency and labor efficiency. What guidelines do you use?
Thanks in advance.
When you design reinforced concrete, do you use a rule of thumb about how many beam/girder types to use for a given floor area?
Let me clarify. Think about a structural floor plan: The beam schedule will specify several types of beams -- each having unique width, depth and reinforcement combination. For simplicity, assume there're 2 beam types - wider and deeper beams towards the center of building and less wide and deep around the perimeter.
Obviously, there's a differential cost involved in forming 2 beam types, rather than using a single beam throughout the floor (overdesigning). That is, you may be saving on material cost (concrete and steel) if you customize the beams more for a particular loading. On the other hand, the more individualized layout incurs higher cost of design, increased and more error-prone labor and rental/purchase of forms.
Clearly, there's a balance between the demands of material efficiency and labor efficiency. What guidelines do you use?
Thanks in advance.






RE: How many beam sizes to use
DaveAtkins
RE: How many beam sizes to use
RE: How many beam sizes to use
RE: How many beam sizes to use
You cannot expect to get rigorous responses to this question. It is pretty much a matter of engineering judgment.
Best regards,
BA
RE: How many beam sizes to use
I also agree with civilperson that you should use a constant depth if possible and vary the width/reinf.
RE: How many beam sizes to use
For simple layout, 2 beam size should be adequate. For more involved use of space, 3 is a good number to stick to. For same depth beams, try to uniformly use the width of the heaviest beam to simplify the fabrication of stirrups and stocking, and minimize the time wasted in finding correct stirrups for a specific beam (woops, the fabricator missed 1 specific size of stirrups, now what?). Remember the material (additional concrete to maintain larger uniform b) is chepper than labor, and is much cheaper when delay as a result.
RE: How many beam sizes to use
RE: How many beam sizes to use
RE: How many beam sizes to use
This is a skill that you will learn with experience, there are no simple rules as every building is different.
The general rule for scheme design is to make it as simple as possible without ignoring the constraints. Basically as structuralEIT said this usually means to use as few as is reasonable.
What I would do is first look at the worst loaded beam and design that. Look at the next loaded beam, is it similar with similar loads, if yes then leave it same as the first and keep working this down until the answer is no and then design a second type of beam e.t.c. Dont analyse all these beams just compare them rationally and then perform one calculation for each type (possibly with more than one load case).
For a really simple structure it could be 1 or 2 types of beam, for a really complex one it could be 20, normally it should ideally be 3 or 4 types per floor.
RE: How many beam sizes to use
It works out better in steel design more than in concrete because computer programs are set to optimize to the gnat's ass and before you are done, you are looking at 127 different beams for a floor.
In concrete beam design as well, you don't want to vary the reinforcing on the beams a lot. This makes placing complicated and increases the chances of mistakes.
RE: How many beam sizes to use
Just be aware that this is only conservative when comparing a lower moment to a previously designed higher moment but is unsafe the other way around. You also need to compare like to like so ensure that the effective width is the same for T beams and that you are not comparing a T beam section to a rectangular e.t.c.
This doesn't help with shear reinforcement though as this needs to be recalculated using the new longitudinal reinforcement.
It is useful for those more complicated arrangements.
RE: How many beam sizes to use
Try to keep all beams to the same depth (if at all possible) so mechanicals can be run underneath efficiently. Don't forget what you are shooting for is a low cost building for the client, not necssarily the lowest cost structure. Don't loose sight of the main goal.
RE: How many beam sizes to use
RE: How many beam sizes to use
Thanks
RE: How many beam sizes to use
RE: How many beam sizes to use
I understand that we want to keep the depth of beams to a minimum. But once we agree on the depth of the deepest girder, is there any reason to keep the depth of other beams and girders same -- even though they could be more shallow? Thanks for your posts.
RE: How many beam sizes to use
We use to build girders deeper than wide; now we often build them wider than deep.
RE: How many beam sizes to use
RE: How many beam sizes to use
Usually 2 to 5 depths will suffice - often only 2 or 3...
RE: How many beam sizes to use
RE: How many beam sizes to use
RE: How many beam sizes to use
- Consistent beam depth throughout is always better for the formwork contractor. Actual beam side height (ideally) should evenly divide into a 48" wide plyform sheet (i.e. 12", 16", 24").
- Spacing of the beams is also a factor. When the beams are closely spaced (i.e. <12'-0 c/c) it may make more sense to construct the formwork deck thoughout at the beam bottom elevation (and block-up for the slabs). Now beam depth changes will adversely impact field productivity.
- ALWAYS consider how bars can be interwoven at beam/girder/column intersections.
- Beams/girders equal to or wider than the columns make for easier forming.
- Deeper spandrel beams can be okay, but ideally some lumber + plyform thickness increment.
You might want to check out: http://www.cecoconcrete.com/pdf/design_main.pdf
RE: How many beam sizes to use
Thanks for your advice. I'm surprised at how the contractor suggests to keept beams at constant depth and vary the width instead. Surprised because depth obviously has a much greater impact on the moment of inertia of the crossection, so to compensate for the lesser depth it'd take a much greater increase in width. Of course, increasing reinforcement is another option.
Thanks again for your post.
RE: How many beam sizes to use
Clansman
"If a builder has built a house for a man and has not made his work sound, and the house which he has built has fallen down and so caused the death of the householder, that builder shall be put to death." Code of Hammurabi, c.2040 B.C.
RE: How many beam sizes to use
One of the great advantages of reinforced concrete structures is the tremendous freedom in variability - which in turn presents a dilemma for the designer when presented with choosing the appropriate member sizes. You are correct that depth affects member stiffness much more than width. It also presents another challenge to choose an overall member depth best suited to mitigate long-term creep deflection. Beams do not always present a problem with creep deflection - I have seen long-span beams cambered to combat immediate + creep deflection that never deflected the calculated amount, which resulted in additional construction headaches involving finishes (picture a long corridor with chair rail that follows the ups & downs of a cambered floor structure). Slabs, however, will show immediate & creep deflection much sooner. I have seen far too many structures with a slab depths offering the required strength which resulted in unacceptable deflections (say 3"+ in a 30' x 30' bay). Now one could try to camber the slab for this, BUT your concrete contractor will fight this because of the increased construction effort (read: labor $$).
Best advice: find a depth (for your most typical spans) best suited to satisfy serviceability concerns, then try to maintain that depth throughout. Having been involved in concrete formwork & shoring design for over 40 years, I can honestly say that that will result in the most efficient construction methodology. And do NOT make beams shallower for a roof level - if the same plan arrangement works for the roof, keep beam & slab thicknesses the same as the floors below. Just reduce the reinforcing if there is no chance the structure will ever be expanded vertically.
RHT_PE
RE: How many beam sizes to use
1. Cambering a cast in place beam is almost always a bad idea.
2. 3" deflection in a 30 ft span means the slab is not deep enough.
RE: How many beam sizes to use
You are correct - the slab wasn't thick enough. I have seen a few office/residential structures with 30' bays and 9" (2-way flat plate with drop panels) or 10" (2-way flat plate) slabs. All exhibited severe long(er)-term deflections - on the order of 3".
The excessive deflections can be attributed to many things I suppose, but in most cases the key items were: underdesigned slabs and poorly executed shoring/reshoring procedures.