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HOW TO INTERPRET STAAD RESULTS/OUTPUT?

Posted by Chris Conrad on Tue, Mar 2 2010 11:50 AM

Hi Renzt2,

The Summary and Envelope tabs provide corresponding results in different formats. For instance, let'slook at the Support Reactions table (Node tab, Reactions sub-tab).

The All tab provides reactions for all six degrees of freedom, for all supported nodes that were identifiedon the Range tab of the Results Setup dialog, for all load conditions that were identified on the Loads tabof the Results Setup dialog.

The Summary tab lists 12 lines of data corresponding to the Maximum and Minimum values for each ofthe six degrees of freedom. It lists the node at which the extreme value was found to occur and theloading condition that was found to cause the extreme condition. Then as you read the table, you'll see abold set of values that follows the diagonal from top left to bottom right. The bold values represent theextreme values, and the values in regular font represent the associated values that were found to occur forother degrees of freedom at the same node, under the same loading condition.

The Envelope tab provides reaction data in a third way. It lists all supported nodes that were identified onthe Range tab of the Results Setup dialog. For each one, it provides data for the positive extremereactions for all six degrees of freedom and for the negative extreme reactions for all six degrees offreedom. For each degree of freedom, this table indicates the extreme value and the loading conditionthat was found to cause it.

I think I might need a little further explanation on your question regarding various loading conditions inorder to provide you with a useful response.

Cheers,

Chris

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11/9/12HOW TO INTERPRET STAAD RESULTS/OUTPUT? - Structural Analy sis and Design Forum - Structura…

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Posted by renzt2 on Tue, Mar 2 2010 4:59 AM

Sir may i ask you firstly in the post processing in any tab of results we can see ALL, Summary andEnvelope. i think "All" is can already understand and very self explnatory. but i'm having problem with theSummary and envelope? can you help me with this two?

secondly what i'm going to is mormally different combination would give different results and that it mightgive something big on a first combination and small on another combination. For example for combination1 the FX is 5kn and Fy 100kn while on combination two Fx is 30kn and Fy is 60kn. which combinationshould i choose. i think envelope will help ask determine which loads to get?

i hope im clear on this.

thanks : )

Posted by Chris Conrad on Fri, Oct 16 2009 11:18 AM

Here is the web link for a Sales Contact Request specific to STAAD.foundation:

http://www.bentley.com/bentleywebsite/tools/sales_contact.aspx?lacctid=30040

Posted by renzt2 on Fri, Oct 16 2009 10:25 AM

by the way where can i get staad foundation?

thanks









http://www.bentley.com/bentleywebsite/tools/sales_contact.aspx?lacctid=30040








ok my bad....

Posted by Chris Conrad on Fri, Oct 16 2009 10:17 AM

I am going to split this into two threads with corresponding subject lines for you. I think you will getbetter feedback from the user group that way.

Cheers,

Chris


ok thanks for clearing that sir.

my next concern is regarding roof load. if i have a 0.57kn/m2 how do we model that in staad if given mystaad file i gave you? what i did is 1kn/m member load and i feel its not acurate.

how much does staad foundation cost? i remember old staad versions incorporate this design. : ) do youhave trial version of this?

thanks : )

Posted by Chris Conrad on Thu, Oct 15 2009 9:58 PM

Sorry if I confused the issue in my last post. What I wanted to say is that you need to specify UNT (andUNB if the member experiences compression in the bottom flange) as well as Ky and/or Ly. Regarding

your foundation design question, I recommend STAAD.foundation. It can import reactions from your


















communities.bentley .com/products/structural/structural_analy sis___design/f /5932/t/40394.aspx

your foundation design question, I recommend STAAD.foundation. It can import reactions from your

STAAD.Pro model, which can be a big time-saver, and eliminates all the concern about how to interpretthe directions of the reactions. It can also be used for designs where you manually enter geometry andloading. Cheers, Chris

Posted by renzt2 on Thu, Oct 15 2009 11:53 AM

i got u with hte K and L but i lost you with the unb and unt.

basically i can apply K and L to my rafter in my frame (rafter being a inclined beam) and let go of unb andunt in my design of parameters. using k maide my rafter deeper and thinner. just as i like it.

what footing design software do you recommend me to use with cantilever design? Riza gives out veryconservative ourput thus making it big or very safe.

thanks

Posted by Chris Conrad on Thu, Oct 15 2009 11:17 AM

UNT and UNB will only be used when determining the allowable bending stresses (strength).

STAAD.Pro will also be evaluating combined axial and bending effects. For that check, it needs tocalculate the allowable stress/strength for axial load. That is where it becomes important to correctlyspecify the K and L parameters to define the product of K times L.

In you situation (as is with many framing conditions) it will be a judgment call to specify the Ky and Lyparameters effectively, since your purlins are only connected to the top flange of your rafters. Theunbraced length for buckling about the local y axis is probably something a little larger than the purlinspacing, but very likely less than the overall member length.

Cheers,

Chris














11/9/12

communities.bentley .com/products/structural/structural_analy sis___design/f /5932/t/40394.aspx

in my situation i use UNT 0.7m to signify my purlins spacing and it serves as the bracing length on thetop flange.

While my UNB = 7.5m which in my design i will place a strut bar connecting all my rafter. K = 0.65because my rafter is fix at both ends and my Ly ia also 7.5m same to my UNB. Is this Ok and correctsir?

thanks


YES THERE IS A DIFFERENCE!! : ) would it be relevant if i still use UNB and UNT if i use ky and ly?

Posted by Chris Conrad on Wed, Oct 14 2009 2:59 PM

I suspect that you will find a very different result if you specify Ky and Ly parameters to limit the bucklinglength for axial effects. Cheers, Chris

Posted by renzt2 on Wed, Oct 14 2009 1:18 PM

YES MY GABLE FRAME IS 30METER SPAN AND EACH RAFTER IS THEREFORE 15M FROMCOLUMN TO APEX

STAAD PLANESTART JOB INFORMATIONENGINEER DATE 11-Oct-09END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 0; 2 30 0 0; 3 60 0 0; 4 0 7 0; 5 30 7 0; 6 60 7 0; 7 15 11 0; 8 45 11 0;MEMBER INCIDENCES1 1 4; 2 2 5; 3 3 6; 4 4 7; 5 5 7; 6 5 8; 7 6 8;















MEMBER PROPERTY AMERICAN1 TO 3 TABLE ST W12X504 TO 7 TABLE ST W14X61DEFINE MATERIAL STARTISOTROPIC MATERIAL1E 2e+008POISSON 0.3DENSITY 77END DEFINE MATERIALCONSTANTSMATERIAL MATERIAL1 ALLSUPPORTS1 3 PINNED2 FIXEDLOAD 1 LOADTYPE None TITLE LOAD CASE 1SELFWEIGHT Y -1.2MEMBER LOAD4 TO 7 UNI GY -1.4LOAD 2 LOADTYPE None TITLE LOAD CASE 2MEMBER LOAD4 TO 7 UNI GY -1LOAD COMB 3 COMBINATION LOAD CASE 31 1.4 2 1.7 PERFORM ANALYSISPARAMETER 1CODE LRFDFYLD 230000 MEMB 1 TO 3NSF 1 MEMB 1 TO 3UNB 7.5 4 TO 7UNT 0.7 4 TO 7TRACK 0 MEMB 1 TO 3SELECT OPTIMIZEDPERFORM ANALYSISPRINT SUPPORT REACTION LIST 1 TO 3PRINT MEMBER FORCES LIST 1 TO 3PRINT JOINT DISPLACEMENTS LIST 1 TO 6FINISH

Posted by Chris Conrad on Wed, Oct 14 2009 1:08 PM

Hi renzt2,

Would you mind posting your input file so we can take a look at it? It sounds like you may have a longunbraced length for buckling that may be limiting the allowable load in compression for your rafter.

Unfortunately, we do not have a parameter to control flange width during an optimization. We are onlyable to control depth.

Cheers,

Chris







Posted by renzt2 on Wed, Oct 14 2009 6:51 AM

Sir Conrad,

I am curious why my outpur of Rafter Section in my Gable design is a square section? i was thinking thatit would be a thinner section but deeper one. i also opted in using unt and unb for the purlins support isgives to the gable frame.

secondly, so we have a parameter that limits the width of the flange in the design?

thank you sir.

Posted by Chris Conrad on Sun, Oct 11 2009 2:46 PM

Glad to hear that you found the member releases. Keep in mind that they are applied to a specific end ofa member...either the starting end or the ending end.

Your question about pinned versus fixed base condition is a good one. In reality the behavior will besomewhere between fully-fixed and fully-released. It is an exercise in engineering judgment to make themodel behave as close as possible to reality. I can't provide you with an answer here, but I canrecommend that you study the two boundary conditions and evaluate how sensitive the overall design isto the base fixity condition. If it is very sensitive to that base fixity condition, then you could design eachelement based on the condition that produces the more conservative design. Or, you could try to analyzethe actual column base connection detail and try to develop a reasonable rotational spring constant tomore precisely model the expected behavior.

Cheers,

Chris

Posted by renzt2 on Sun, Oct 11 2009 4:36 AM

with regards to the rolled beams i have double check with my supplier. im from the phillipines. our rolledbeams are imported from korea or china now and few some russia. i dont know how reliable this supplies

with regards to specs and standards.















with regards to specs and standards.

thanks


I tried what u said the beam release. i check on the boz Mz in the Release part and left the KMZuncheck. I assigned the releaze to my two external columns and run analysis. the outcome is zero " 0"Mz wow!!!! : ) so this means i can just go ahead use this outcome and design my column and footing.

In your engineering advice Sir, Using anchor bolts would have this kind of scenario... it becomes a Pinconnection. we sometimes in our pratice here intentionally make the rebars of the column protrude out towe can weld it in the base plate of the steel column. would this design allow for the release of Mz.

thank you so much!


OK PERFECTLY EXPLAINED SIR.

Under the spec tab there is a node and beam button. what is the diffrence in the node release from thebeam release? In my case i want to release the moment aciton of the rafter to my column and / orrelease the moment action of the column to the footing either or, u were suggesting to use beamrelease....

I see Location, obviously where we want the release to happen,

Release type...

and release... if i check a box in the release selection that means the check box release the connectionand uncheck box are rigid?

In my case i want to release connection of the moment about Z from the Steel column to transfer to myRC pedestal so i should check MZ.... is that correct sir? and KMZ is for what sir with input box with unitskN-m/deg.

thank you sir

more power : )









Posted by Chris Conrad on Sun, Oct 11 2009 1:59 AM

Thanks for posting the model.

From the post processor, if you view the Node tab, Reactions sub-tab, you'll see the Reactions table. InSTAAD.Pro, reactions are reported with respect to the global coordinate system (except in the case ofinclined supports, which your model does not have). So interpret these reaction magnitudes anddirections as the forces and moments that restore equilibrium to your structure once the appliedforces and moments have been applied. In other words, you see positive Fy values for your reactions,because the applied forces are generally downwards. Therefore, the reaction on the base of the columnis in the upward direction.

So, if you need to manually transcribe these reactions to another program for foundation design, you willprobably need to use the opposite algebraic sign in the foundation design program, in order to indicate,for example, that the force from the column onto the foundation is downward.

The other part of your question related to modeling moment releases at the ends of members. These arecreated as beam specifications on the General tab, Spec subtab.

As a side note, you steel yield strength is approximately equivalent to an A36 material. It sounds likethis is not existing construction, so you might want to double-check that value. Any wide flange sectionsrolled today are likely to be ASTM A992, Grade 50.

Cheers,

Chris


STAAD SPACESTART JOB INFORMATIONENGINEER DATE 06-Oct-09END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 0; 2 30 0 0; 3 60 0 0; 4 0 7 0; 5 30 7 0; 6 60 7 0; 7 15 11 0; 8 45 11 0;MEMBER INCIDENCES1 1 4; 2 2 5; 3 3 6; 4 4 7; 5 5 7; 6 5 8; 7 6 8;MEMBER PROPERTY AMERICAN1 TO 3 TABLE ST W12X584 TO 7 TABLE ST W21X50DEFINE MATERIAL STARTISOTROPIC MATERIAL1E 2e+008

POISSON 0.3











POISSON 0.3DENSITY 77END DEFINE MATERIALCONSTANTSMATERIAL MATERIAL1 ALLSUPPORTS1 TO 3 FIXED<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!!> END GENERATED DATA BLOCKLOAD 1 LOADTYPE None TITLE DEAD LOADSELFWEIGHT Y -1.2MEMBER LOAD4 TO 7 UNI GY -1.4LOAD 2 LOADTYPE None TITLE LIVE LOAD-WINDMEMBER LOAD4 TO 7 UNI Y -1.44LOAD COMB 3 COMBINATION LOAD CASE 31 1.4 2 1.7 PERFORM ANALYSISPRINT SUPPORT REACTION LIST 1 TO 3PRINT MEMBER FORCES LIST 1 TO 3PRINT JOINT DISPLACEMENTS LIST 1 TO 6PARAMETER 1CODE LRFDFYLD 230000 MEMB 1 TO 3NSF 1 MEMB 1 TO 3TRACK 0 MEMB 1 TO 3CHECK CODE MEMB 1 TO 3PARAMETER 2CODE LRFDSELECT OPTIMIZEDPERFORM ANALYSISPARAMETER 3CODE LRFDSTEEL TAKE OFF LIST 1 TO 3PRINT SUPPORT REACTION LIST 1 TO 3PRINT MEMBER FORCES LIST 1 TO 7PRINT MEMBER SECTION FORCES LIST 1 TO 7PRINT MEMBER FORCES GLOBAL LIST 1 TO 7PRINT ANALYSIS RESULTSPRINT FORCE ENVELOPE LIST 1 TO 7PRINT MEMBER STRESSES LIST 1 TO 7

FINISH


ok thanks for clarifying it..

given the staad file please see if the reactions are in correct direction and results. i may have just beenconfuse in my own thinking and views.

given the results are correct...






11/15

which is better pin connection for truss to column or a pin connection steel column to RC columnpedestal?

and how to i achieve a pin connection for truss to column and pin connection for steel column to Rccolumn in real world and in staad model.

thank you sir.


STAAD SPACESTART JOB INFORMATIONENGINEER DATE 06-Oct-09END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 0; 2 30 0 0; 3 60 0 0; 4 0 7 0; 5 30 7 0; 6 60 7 0; 7 15 11 0; 8 45 11 0;MEMBER INCIDENCES1 1 4; 2 2 5; 3 3 6; 4 4 7; 5 5 7; 6 5 8; 7 6 8;MEMBER PROPERTY AMERICAN1 TO 3 TABLE ST W12X584 TO 7 TABLE ST W21X50DEFINE MATERIAL STARTISOTROPIC MATERIAL1E 2e+008POISSON 0.3DENSITY 77END DEFINE MATERIALCONSTANTSMATERIAL MATERIAL1 ALLSUPPORTS1 TO 3 FIXED<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!!> END GENERATED DATA BLOCKLOAD 1 LOADTYPE None TITLE LOAD CASE 1SELFWEIGHT Y -1.2MEMBER LOAD4 TO 7 UNI Y -1.4LOAD 2 LOADTYPE None TITLE LOAD CASE 2MEMBER LOAD4 TO 7 UNI GY -1.44LOAD COMB 3 COMBINATION LOAD CASE 31 1.4 2 1.7 PERFORM ANALYSISPRINT SUPPORT REACTION LIST 1 TO 3PRINT MEMBER FORCES LIST 1 TO 3PRINT JOINT DISPLACEMENTS LIST 1 TO 6PARAMETER 1CODE LRFDFYLD 230000 MEMB 1 TO 3





NSF 1 MEMB 1 TO 3TRACK 0 MEMB 1 TO 3CHECK CODE MEMB 1 TO 3PARAMETER 2CODE LRFDSELECT OPTIMIZEDPERFORM ANALYSISPARAMETER 3CODE LRFDSTEEL TAKE OFF LIST 1 TO 3PRINT SUPPORT REACTION LIST 1 TO 3PRINT MEMBER FORCES LIST 1 TO 7PRINT MEMBER SECTION FORCES LIST 1 TO 7PRINT MEMBER FORCES GLOBAL LIST 1 TO 7PRINT ANALYSIS RESULTSPRINT FORCE ENVELOPE LIST 1 TO 7PRINT MEMBER STRESSES LIST 1 TO 7FINISH

Posted by Chris Conrad on Sat, Oct 10 2009 3:13 PM

Rather than attaching the STAAD file, just copy the text from the .std file and paste it directly into thismessage field in a forum post.

See an example of another file below:

STAAD SPACESTART JOB INFORMATIONENGINEER DATE TodayEND JOB INFORMATIONINPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 0 0; 2 40 0 0; 3 80 0 0; 4 120 0 0; 5 0 0 15; 6 40 0 15; 7 80 0 15;8 120 0 15; 9 0 0 30; 10 40 0 30; 11 80 0 30; 12 120 0 30; 13 0 0 45;14 40 0 45; 15 80 0 45; 16 120 0 45; 17 0 0 60; 18 40 0 60; 19 80 0 60;20 120 0 60; 21 0 -25 0; 22 120 -25 0; 23 0 -25 15; 24 120 -25 15; 25 0 -25 30;26 120 -25 30; 27 0 -25 45; 28 120 -25 45; 29 0 -25 60; 30 120 -25 60;31 40 -25 0; 32 80 -25 0; 33 40 -25 60; 34 80 -25 60; 35 40 0 75; 36 80 0 75;37 40 -25 75; 38 80 -25 75; 39 40 0 -15; 40 80 0 -15; 41 40 -25 -15;42 80 -25 -15;MEMBER INCIDENCES1 1 2; 2 2 3; 3 3 4; 4 5 6; 5 6 7; 6 7 8; 7 9 10; 8 10 11; 9 11 12; 10 13 14;11 14 15; 12 15 16; 13 17 18; 14 18 19; 15 19 20; 16 1 5; 17 2 6; 18 3 7;19 4 8; 20 5 9; 21 6 10; 22 7 11; 23 8 12; 24 9 13; 25 10 14; 26 11 15;27 12 16; 28 13 17; 29 14 18; 30 15 19; 31 16 20; 32 1 21; 33 4 22; 34 5 23;35 8 24; 36 9 25; 37 12 26; 38 13 27; 39 16 28; 40 17 29; 41 20 30; 42 2 31;43 3 32; 44 18 33; 45 19 34; 46 18 35; 47 19 36; 48 35 36; 49 35 37; 50 36 38;51 2 39; 52 3 40; 53 39 40; 54 39 41; 55 40 42;DEFINE MATERIAL STARTISOTROPIC STEEL







E 4.176e+006POISSON 0.3DENSITY 0.489024ALPHA 6.5e-006DAMP 0.03ISOTROPIC CONCRETEE 453600POISSON 0.17DENSITY 0.14999ALPHA 5.5e-006DAMP 0.05END DEFINE MATERIALMEMBER PROPERTY AMERICAN1 TO 31 46 TO 48 51 TO 53 TABLE ST W36X23232 TO 45 49 50 54 55 TABLE ST W8X28CONSTANTSBETA 180 MEMB 33 35 37 39 41 43 45 50 55MATERIAL STEEL ALLSUPPORTS21 TO 34 37 38 41 42 FIXED*SLAVE ZX MASTER 10 JOINT 1 TO 20 35 36 39 40LOAD 1 LOADTYPE Dead TITLE HORIZ AND VERTJOINT LOAD1 TO 5 8 9 12 13 16 TO 20 35 36 39 40 FX 10 FY -100PDELTA 35 ANALYSIS FINISH

Posted by renzt2 on Sat, Oct 10 2009 1:40 PM

i posted my reactions load in my first post. generally i am designing a warehouse gable type roof frame.and my footing and column will rest in my property line to maximize space. so this calls for a cantilverfooting. " L" shape footinf for the left side of my structure. the vertical part being the column the horizontalthe footing. so i was given reactions, please refer to my first posting. im trying to understand the systemof gable type roof frame why is it giving a reaction clockwise with respect to the " L" so meaning if i usethe opposite as the applied loads for my RISA footing computation it will overturnthe footing more. or is itreally that way and im just insisting on the idea that it shouldnt be that way.... come to think about it, thegable roof rafter (i use wide flange) is trying to collopse downward then the column is push outward...meaning the applid moment is counterclockwise of " L"...

I'm trying to analyse and answer my own question. please do help me to interpret. my concern is if itsreally counter clockwise then its making my cantilever footing size bigger.

One solution im thinking to release the column of the moment induced my the roof rafter to the columnand the column transmitts lesser or no moment at all. how do we model that in staad?

again.. how do attach staad file

thanks : )







Posted by renzt2 on Sat, Oct 10 2009 1:29 PM

hi... thanks for the quick response. i tried to attach the .std file but it wont allow it. it says it can onlyattach file with file extension name...

Posted by Chris Conrad on Sat, Oct 10 2009 12:53 PM

renzt2,

It looks like you may have attached a .dgn file instead of the .std file. Could you please post the .std fileso we can look it over and give you some advice on interpreting the results?

It's generally easiest to simply copy the text from the .std file and paste it into this message field.

Thanks!

Chris

Posted by renzt2 on Sat, Oct 10 2009 6:45 AM

San Pedro Frame4 straight column.dgn

HERES MY STAAD FILE

Posted by renzt2 on Sat, Oct 10 2009 6:44 AM

San Pedro Frame4 straight column.doc













http://communities.bentley.com/cfs-file.ashx/__key/CommunityServer-Components-PostAttachments/00-00-08-88-31/San-Pedro-Frame4-straight-column.dgn

http://communities.bentley.com/cfs-file.ashx/__key/CommunityServer-Components-PostAttachments/00-00-08-88-31/San-Pedro-Frame4-straight-column.dgn




http://communities.bentley.com/cfs-file.ashx/__key/CommunityServer-Components-PostAttachments/00-00-08-88-30/San-Pedro-Frame4-straight-column.doc

http://communities.bentley.com/cfs-file.ashx/__key/CommunityServer-Components-PostAttachments/00-00-08-88-30/San-Pedro-Frame4-straight-column.doc



HI... CAN ANYONE HELP ME PROPERLY INTERPRET STAAD RESULTS OR IN POST PRECESSING.I HAVE A SIMPLE PLANE GABLE FRAME STRUCTURE. IM CONFUSE WITH THE OUTPUT. TO MYUNDERSTANDING THE OUTPUT IN MEMBER FORCES AND NODES REACTIONS ARE ALLREACTIONS... MEANING THE DIRECTIONS ARE OPPOSITE THAT OF THE APPLID LOADS. IS THISCORRECT? BEC WHEN I GET DATA TO USE IT IN MY OTHER SOFTWARE FOR FOOTING IMHAVING PROBLEM PLACING THE LOADS. I AATACH A FILE OF MY PROJECT. HERE IS ALSO THEREACTION TABLE OF MY STRUCTURE.

1 1 LOAD CASE 1 43.013 54.065 0.000 0.000 0.000 -156.918 2 LOAD CASE 2 21.634 22.536 0.000 0.000 0.000 -79.359 3 COMBINATION LOAD CASE 3 96.996 114.002 0.000 0.000 0.000 -354.5962 1 LOAD CASE 1 -0.000 93.362 0.000 0.000 0.000 0.000 2 LOAD CASE 2 -0.000 44.347 0.000 0.000 0.000 0.000 3 COMBINATION LOAD CASE 3 -0.000 206.098 0.000 0.000 0.000 0.0003 1 LOAD CASE 1 -43.013 54.065 0.000 0.000 0.000 156.918 2 LOAD CASE 2 -21.634 22.536 0.000 0.000 0.000 79.359 3 COMBINATION LOAD CASE 3 -96.996 114.002 0.000 0.000 0.000 354.596

IN MY UNDERSTANDING IF I AM TO DESIGN MY FOOTING OF COURSE THE PUTPUT BEING INREACTIONS, UPON TRASFERRING IT TO MY OTHER PROGRAM I WILL CHANGE THE SIGNCONVENTION OF THE FORCES AND MOMENTS TO NAKE IT AS APPLIED LOADS. BUT THENWHEN CHANGING THE DIRECTION OF THE FORCES MAKES MY CANTILVER FOOTING OVERTURNMORE. I DONT THINK THATS RIGHT. PLEASE HELP ME INTERPRET LOADS AND RESULTS.

HOW to INTERPRET STAAD RESULTS_OUTPUT_ - Structural Analysis and Design Forum - Structural Analysis and Design - Be Communities by Bentley

Documents

tab of results

summary tab lists

different results

combinationshould i

reactions subtab

results setup dialog

corresponding results

staad resultsoutput