## Analysis of Multi-Bay Portal Frame

## Analysis of Multi-Bay Portal Frame

(OP)

I have a three bay, rigid, plane frame that I am analyzing for a rolling 50 kip vertical load. The frame has pin connections at the base. I am trying to figure out how to analyze the three bay frame by hand, but have found very little technical literature on analyzing multi-bay frames other than by approximate analysis. I would like to use the slope-deflection method by splitting up the three bay frame into three simple, single bay frames. Can I separate each bay into its own single bay plane frame, and then superimpose loads similar to the approximate analysis methodology? I realize that I can model this very quickly in STAAD, but I am a new engineer and would like to understand and completely grasp how to perform this analysis by hand before modeling with software.

If instead I used a braced frame system with inverted chevron bracing, would I analyze as a truss system with pin connections, and then analyze with the force method for indeterminate trusses since I would have four external pin connections at the base?

I have attached a simple sketch to help visualize the frame.

https://files.engineering.com/getfile.aspx?folder=...

Thank you!

If instead I used a braced frame system with inverted chevron bracing, would I analyze as a truss system with pin connections, and then analyze with the force method for indeterminate trusses since I would have four external pin connections at the base?

I have attached a simple sketch to help visualize the frame.

https://files.engineering.com/getfile.aspx?folder=...

Thank you!

## RE: Analysis of Multi-Bay Portal Frame

It looks like all the joints (including the frame legs at the ground) are moment connections ?

Maybe use unit force ? Consider the end bay as a standard portal frame with some moment "leaking out" into the continuous horizontal beam. Then the flip-side of this is the portal frame being loaded by this moment, say 1000ft.lbs. And the same is happening at the other end bay (just opposite).

Or maybe this is the slope /deflection you were thinking of ... solve the end bay, how much does the RH joint rotate, calc moment to resist this, and iterate ?

If you look at the horizontal beam, it has 4 force reactions and 4 moments ... that's a lot of redundancy (6). Two bays would be redundant to 4 dof, and much easier to solve.

another day in paradise, or is paradise one day closer ?

## RE: Analysis of Multi-Bay Portal Frame

I am a big fan of the portal method. It is super simple and gives reasonably accurate results. It assumes an inflection point in the middle of all beams and columns.

Look in almost any structural analysis text or try Google.

## RE: Analysis of Multi-Bay Portal Frame

## RE: Analysis of Multi-Bay Portal Frame

I don't think so. Would the two, unloaded bays, not simply produce no results? Or are you planning to look at each bay individually as though it did carry the 50 kip? Either way, I'm not feeling the superposition thing. I like moment distribution for this as others have mentioned.

For the design of the beam alone, I think that it would be pretty reasonable to just replace the columns with pin/rollers at the points along the beam where the columns tie in. If you wished to extend this, you could then assign the rotations at the tops of the columns to match the slope of the beam at the corresponding locations. This would give you design moments for the columns. All this would likely be as much effort as moment distribution (if not more) and would be less accurate.

## RE: Analysis of Multi-Bay Portal Frame

If instead I used an inverted chevron braced frame, what method would you suggest to determine the base reactions and axial forces? I assume I could analyze as a truss, but I read that you cannot the slope-deflection method or moment distribution to trusses, as there are no member moments. With all base connections pinned, I would have 8 unknown reactions and only 3 equations of equilibrium. I have used the force method for statically indeterminate, 1 degree trusses, but not for 5 degrees indeterminacy. Any suggestions?

Thank you all.

## RE: Analysis of Multi-Bay Portal Frame

Open Source Structural Applications: https://github.com/buddyd16/Structural-Engineering

## RE: Analysis of Multi-Bay Portal Frame

Will you be doing a separate analysis for frame lateral loads?

## RE: Analysis of Multi-Bay Portal Frame

inverted chevrons maybe solve all of your questions, depending on how many chervon peaks support the horizontal beam ...

if 2 then statically determinate, if 3 then singly redundant (the horizontal beam that is), etc.

Its easy to solve one redundancy by hand, unit force method is my preference, 3 moment equation would also be easy to apply.

another day in paradise, or is paradise one day closer ?

## RE: Analysis of Multi-Bay Portal Frame

KootK - I have attached a sketch of the braced frame option. I opted to use inverted chevron bracing to avoid having the lateral braces take a substantial amount of load when the load location is at the beam mid-span, where the bracing would coincide. In the analysis, I placed the 50 kip load at the beam mid-span to design the beam. To design the column and lateral bracing, I placed the 50 kip load directly above one column and then applied a 2 kip lateral load to cover wind and rolling effects. This should give me the worst case loading for each element. I analyzed each "bay" by first finding the external reactions at the base using the force method, and then used the method of joints for the member forces. This seemed simple and straightforward enough, but I was curious as to whether I could isolate each bay in the analysis like I did, or if I had to look at the global structure as a whole to get more accurate results.

Thank you all.

## RE: Analysis of Multi-Bay Portal Frame

Again, thank you for your insight.

## RE: Analysis of Multi-Bay Portal Frame

- I think that a good strategy here would be for you to employ whatever approximate methods make sense to you and then compare those results to FEM output.

## RE: Analysis of Multi-Bay Portal Frame

why not simplify the braced frames to a single diagonal ?

another day in paradise, or is paradise one day closer ?

## RE: Analysis of Multi-Bay Portal Frame

Thank you

## RE: Analysis of Multi-Bay Portal Frame

I can see the logic for making a mid-bay pick-up for the chevron.

another day in paradise, or is paradise one day closer ?

## RE: Analysis of Multi-Bay Portal Frame

reallysimple, but I have used a moment distribution for a frame in Excel and then automated it with a macro to get the reactions for various loading.## RE: Analysis of Multi-Bay Portal Frame

So typically with a lateral force resisting system, you generally need at least one brace system within each plane of a frame. For example, if I was to design a low-rise, four sided square building, I would need at least one braced bay on each of the four sides for the lateral loads, and then some type of lateral bracing for the roof plane. A question I have now is when is it necessary to include more than one braced frame within a single plane? It would seem that the lateral load would generally travel along the first lateral brace it encounters along the load path, with very little leftover for a different braced bay within the same plane. I don't deal a lot with drift limits, since most of my steel structures are just platforms or frames for moving loads, but it seems that multiple braced bays within the same plane of a frame are only provided to limit the inter-story drift. Is this a correct statement? That would make sense why the previous sketch appeared "over braced", because in reality, only one lateral brace system is needed per plane, assuming drift is acceptable.

Thank you for your insight.

## RE: Analysis of Multi-Bay Portal Frame

The need for more frames comes down to this:

1) Is there a need to spread lateral resisting strength to multiple locations? A single brace/footing can only take so much.

2) More importantly, considering P-delta effects, is there a need to spread

stiffnessalong the framing line? At any location, the amount of lateral travel that you'll see in your gravity loads is a function of braced frame drift, elongation in the drag strut, and any slip in your connections. Those add up over long framing lines unbroken by intermittent bracing.Back before computers, and shoddily trained junior engineers, there was an informal rule of thumb that every fourth framing bay ought to be braced. And don't think that I'm calling

youa shoddily trained junior engineer. You may in fact be that but, so far, I've seen no evidence of it. You're here taking the time to ask the right questions which isabsolutely everything.## RE: Analysis of Multi-Bay Portal Frame

If you have more than one brace, the load will theoretically be distributed based on the relative stiffness of the sum of the components between where the load is introduced and the endpoints of the load path (bottoms of the braces).

## RE: Analysis of Multi-Bay Portal Frame

It sounds like I just need more practice with indeterminate structural analysis techniques. I never learned moment-distribution method, matrix analysis, or any numerical methods of analysis while in undergrad. It seems like that would be a good starting point for now.

Thank you very much for your help.

Thanks HotRod10 for your input as well.

## RE: Analysis of Multi-Bay Portal Frame

Get that mentorship

here.That possibility is one, very fine, aspect of the internet age. There frankly isn't a design office on the planet that can offer the same quantity and calibre of willing mentorship that you can find right here. We'll fight among our ridiculous selves to be the first in line to help you out.With regard to your analysis method deficiency, consider the text below. It's an easy read and will get you up to speed in a hurry.

## RE: Analysis of Multi-Bay Portal Frame

this site is fairly decent at presenting some of the analysis methods:

https://www.mathalino.com/reviewer/strength-materi...

they have a few typos here and there but they convey the concepts decent enough.

For matrix analysis grab a copy of the text book here: http://www.mastan2.com/textbook.html

I found I personally learned and retained more trying to create excel spreadsheets for somethings as it forced me to really make sure I understood something to be able to make a generalized calculation spreadsheet rather than just looking up a formula and plugging and chugging.

Edit: :)

Open Source Structural Applications: https://github.com/buddyd16/Structural-Engineering

## RE: Analysis of Multi-Bay Portal Frame

Do you have any recommendations on how to approach this problem? Is analyzing the frame as a truss not the correct approach? In my mind it should be stable, since braced frames in buildings are constructed in this manner and they have no stability issues.

Celt83 - Thanks for that info. I created an excel spreadsheet also for the stiffness method of the frame. No wonder computers are used nowadays, a 20x20 matrix took a minute to construct

Thank you

## RE: Analysis of Multi-Bay Portal Frame

the horizontal member is indeterminate, but MDM (or many others) can resolve this.

the frame is determinate for horizontal load (since there is only one loadpath).

I think all this says that you should not consider this as a truss (with axial members only) since there should be an amount of bending in a frame. The horizontal member is definitely a beam.

another day in paradise, or is paradise one day closer ?

## RE: Analysis of Multi-Bay Portal Frame

I think we analysis a port frame of 4 bays using the portal method or the cantilever method. Tall Building Structures, analysis and design by Byran Stafford Smith and Alex Coull has a very good worked out example. For the port frame of 4 bays, the axial forces of the interior columns are assumed to be zero, leaving the column on the windward side in tension while the column on the leeward side in compression. For the cantilever method, the building is assumed to be a deflected cantilever from ground up. However, the Tall Building Structures only has a three bays worked out example for the cantilever method.

The portal method is good up to 25 stories with a height to width ratio not great than 4:1. The cantilever method is good up to 35 stories with a height to width ratio of 5:1.

I could not find any information on chevron trusses except the Seismic Design Manual by the American Instittute of Steel Construction and the Structural Steel Educational Council.

I still feel fuzz in following the worked out examples on the book, so I am only quoting what the book says. But i am not going to design anything falling out of The Canadian Building Codes Part Nine and The American International Building Codes for Residential houses and three storey apartment.

disclaimer: all calculations and comments must be checked by senior engineers before they are taken to be acceptable.

## RE: Analysis of Multi-Bay Portal Frame

I count eight support reactions, horizontal and vertical at all four base plates. That help any?

This should work just fine so long as you're applying nodal forces.

## RE: Analysis of Multi-Bay Portal Frame

5 support reactions = 4 vertical and 1 lateral, which is what we were trying to achieve with the diagonal member (to react the lateral loads).

"nodal loads" I think means loads above the supports, which is a pretty trivial solution (all the vertical load would be reacted by the one vertical element). More general vertical loads (ie between support nodes) requires the horizontal member to react as a beam (on many supports). But that may have been your point ?

another day in paradise, or is paradise one day closer ?

## RE: Analysis of Multi-Bay Portal Frame

I disagree and stand by my original numbers. Eight support reactions are available even if some will have zero magnitude. Moreover, ignoring those zero load restraints would lead to instability were one looking at this with FEM software etc. I thought that this might be entering into OP's assessment of instability. Obviously, when working by hand, a confident structural engineer can simplify the problem to not include consideration of the zero force restraints.

My point was really that a truss model is suitable for nodally applied loads and generally unsuitable for loads applied directly to members. That's all. I'm not entirely certain at this point but, given that much of the discussion here revolves around the bracing, the nodal load of interest would be a

lateralload. I'll leave it to OP to correct that assumption if necessary.