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Staad Pro analysis of moment connection

March 25, 2016, 3:35 am
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Hi all,

I have a steel frame with moment connections and pinned connections. At the top of one column (which is a moment connection) I have three beams with the following forces and moments (for ultimate limit state):

 The column is member no 6,  beam no. 106 is pinned to the column and beam numbers 114 and 309 have moment connections to the column. 

Both beams 114 and 309 are IPE270s and the column is a HE160A.

We advised our fabricator of the following maximum forces and moments for the design of the connections of the IPE270s to the column:

Fx = 5kN, Fy =82kN, Fz = 3kN,  Mx = 0, My = 0.2kNm and Mz = 80kNm


Our fabricator came back and said 80kNm is greater than the capacity of the column in the z axis and that there is additional moment coming in to the column from the adjoining beam (-52.597kNm). And he is right the capacity of this HEA160 column is 57.6kNm.

But then when I analyse this column I get the following results (for Ultimate limit state):

 Which shows the column passing with a utility ration of 0.75, the capacity of the column is 57.6kNm and the critical Mz moment is -28.11kNm.

So my questions are:

  1. Were we correct in advising the fabricator that the maximum Mz for the beam connections design is 80kNm?
  2. Presumably Staad carried out moment distribution at the joint/node (no. 74) and distributed the moments between them members according to their stiffness to get equilibrium? Sum of the moments at this node is: -28.112 + 79.466 - 52.597 = -1.243, which is close to zero but not quite.
  3. Is it correct that the actual Mz moment that the column has to support is -28.11kNm and not 80kNm or greater? Presumably the +79.4kNm from one beam is counter balanced by the -52.5kNm from the other beam giving a net moment of 26.9kNm? Which is close to the value of 28.112kNm that staad gives for the column.
  4. And that both beams are designed for a connection onto the column of 80kNm but that the column itself only has to support 28.11kNm?
  5. Should the fabricator design the column/beam connection with stiffeners locally to absorb the greater 80kNm on both sides of the column?
  6. Presumably when staad states that the capacity of the column is 57.6kNm that that is the capacity of the column at its mid height and not at the top of the column where it is much stiffer?

I will send on the staad file if necessary, doesn't seem to be a facility here for attaching it.

Any help here would be much appreciated.

thanks.

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RE: Response Spectrum Analysis on Large Model (STAAD)

March 25, 2016, 9:30 am
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Thank you for the response Sye. The Load Dependent Ritz Vector method was very helpful. I'm not very familiar with it so I will have to research it to determine how it works and if the governing codes on this project will allow me to use this method. The modal response spectrum analysis using the Load Dependent Ritz Vector method cut the analysis time from 2 hours to 2 minutes (not including member design time)!
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Response Spectrum Analysis on Large Model (STAAD)

March 22, 2016, 3:55 pm
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I'm running a response spectrum analysis on a fairly large model (11,000 nodes) in STAAD (SELECT Series 6 v20.07.11.50) and combining the modal results using the CQC method. Due to the size of the model there are numerous modes, most of which are not significant. Is there a way to set a modal response significance factor so that when the modal responses are combing using the CQC method only significant modes will be combined and the rest ignored? Thanks

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ram beam only designing unfactored

March 25, 2016, 9:59 am
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I thought I had everything done and when I was looking through my reports/beamdesign/all report.  All the values being shown are non-factored.  By using the AISC 360-10LRFD I thought it would then use the correct gravity load cases.

I then went into Ram Frame to see if I could get the reports there but whenever I clicked on member force envelope, it would only allow me to pick members of the frame.  When I was running an analysis, i was only running load cases as when I selected load combinations, it wouldn't give an option to run the analysis.  How do you perform an analysis with the load cases?

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RE: ERROR: NOT ALL JOINTS SPECIFIED IN ABOVE SURFACE INCIDENCES ARE COPLANAR

March 25, 2016, 10:37 am
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Thank you!

I need to apply tension to the structure.
Should I do it by applying point loads at the four corners (and use foundation supports)
or achieve the tension by directly using spring supports?
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RAM Concept - Mat Slab on grade - Reinforcement

March 25, 2016, 11:08 am
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I'm working on a mat slab on grade to support a silo at a concrete batch plant and wanted to model the slab in RAM Concept.

1. Our model for a slab on grade has flagged ACI318 section 7.12.  Per ACI318 section R7.12.1, this section is not for slabs-on-grade.  Why does RAM Concept check temperature and shrinkage reinforcement for a mat slab on grade, and is there a way to turn off this check?

2. Is there a way to change RAM's program assigned distributed reinforcement default output from number of bars to a bar spacing (without changing to user defined bar spacing)?

3. Is there a way to view/output the formulas and calculations (for a report), similar to RAM Connection's reports? 

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Torsional Moments in One-way Slab in RAM Concept

March 25, 2016, 1:49 pm
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We are modeling a one-way slab on beams using RAM Concept.  The floor layout / footprint is generally rectangular with 3 elevator cores.  

The one-way slabs span approximately 22 feet between 3 feet wide beams.  There are several one-way slab panels.

The results are showing some torsion in 4 of the slab panels.

The torsion is subsequently resisted by the beams, which causes 8 of the beams to have torsional moments at the column supports.  RAM Concept reports that ACI 318 Sections 10.2 (Flexural Design) and 11.5 (Torsion) controls the beam design for the ends of those beams with torsion.  

The option for "no torsion" is selected for slab design strips and beams, so we are not sure of the source of the torsion.

Have any users experienced torsion in one-way slabs spanning between beams?  How was your design affected?

Thank you.

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Is there a way to export high resolution images from RAM concept to be used in a design competition entry?

March 25, 2016, 2:26 pm
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Is there a way to export high resolution images from RAM concept to be used in a design competition entry?

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RE: I am receiving errors. "...floor diaphragm is present in the model. Wind Load definition should be defined after Floor Diaphragm definition..."

March 25, 2016, 6:10 pm
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Hi Sye. Thank for the help.. Anyway, I tried running the modified file that you have uploaded, it says
***********************************************************
* *
* Z DIRECTION : Ta = 0.287 Tb = 0.000 Tuser = 0.000 *
* T = 0.000, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 X 667.23 = 86.35 KN *
* *
***********************************************************



75. CHANGE
76. LOAD 3 LOADTYPE WIND TITLE WINDLOAD@X

*** ERROR *** ABOVE LINE CONTAINS ERRONEOUS DATA.

DATA-CHECK MODE IS ENTERED.

PRIMARY LOAD CASE CAN ONLY BE ADDED IF SET NL COMMAND IS USED.
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RE: I am receiving errors. "...floor diaphragm is present in the model. Wind Load definition should be defined after Floor Diaphragm definition..."

March 25, 2016, 7:06 pm
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I have already fixed it... Thanks Sye and Mr. DSANJU..
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RE: Problem to get a results with a Macro with STAAD.PRO

March 25, 2016, 11:23 pm
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I need to check your code to find the problem. Can you attach the excel file (zip the file and go to Advanced Reply Editor to attach)?
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RE: How to validate STAAD.Pro Analysis Result by Hand Calculations IS 456 2000

March 26, 2016, 1:34 am
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RE: Problem to get a results with a Macro with STAAD.PRO

March 26, 2016, 3:05 am
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Hello my friend,


Thanks for your reply.

I attach a file with 3 files, plate_original.xls (sheet1) where a friend send me a file with a code that  get a results from a reactions and displacements verticals, but this code I get some errors on my pc (error 429 and 438 :( ). In plate4.xls i've tried to change a code and i don't get the errors but i get only rsults 0 :( Can you advice anyting?

(Please visit the site to view this file)

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RE: Problem to get a results with a Macro with STAAD.PRO

March 26, 2016, 3:49 am
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I have reviewed your code (Plate4.xlsm). Following are the reasons for the 0 values--

1. You have used the following function to extract the support reactions--

objOpenSTAAD.Output.GetSupportReactions i, j, pdReactions

In this function, you have specified the variable type for i and j as integer. i and j represents the support node number and load case number and the variable type should be Long. You should use the following--

Dim i As Long
Dim j As Long

2. In your model, there is only Fy reaction value. All the other reaction components (Fx, Fz and all moments) are zero. You have printed the reactions as--

Cells(k + j - 1, 7).Value = pdReactions(0)

pdReactions(0) stores Fx value which is zero for all load cases. So only zero values are reported. In the debug mode, you can find that correct Fy values are extracted as shown in the following figure--

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RE: Problem to get a results with a Macro with STAAD.PRO

March 26, 2016, 4:48 am
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Yes, This is the answer. Thank you a lot!!! =)
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Problem to get a results with a Macro with STAAD.PRO

March 19, 2016, 1:19 pm
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Hello,

I'm trying to export result data to ms excel file. To make this, I get the example data rectangle-beam.xls and  I'm trying to modify the code with the help to the open staad hel document.

I want to get the data from a staad pro model of a foundation slab and evaluating the sign of the nodes and estimating approximately a % of lifting area. To make this i'm trying to use GetSupportReactions, but i Can't get the result data (array with 6 component per node and combination).


I will attached the files when i Can.

Thank you

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Ram Frame Freezing

March 26, 2016, 5:43 pm
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Im working on a project designing a concrete structure using Ram Concrete. I have all of my criteria input and elements placed and my model will run through the concrete gravity analysis module but when I go to Ram Frame load cases analysis it will not run.  I have selected additional seismic and wind load cases I wish to analyze yet when I run the analysis it will run for approximately 1 minute before getting to a screen where it is "assembling global stiffness and load matrices" where it gets about 15% through and then I get a notice saying "RAMContainer MFC Application has stopped working, A problem caused the program to stop working correctly. Please close the program" then I am forced out. I have been dealing with this issue for a few days and have tinkered with my model in a few places without any luck of fixing the issue. If anyone knows why this may be happening or if anyone has any suggestions on what may be causing my issue.

Thank you in advance for you thoughts and input.

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STAAD.Pro SLAB Design & report analysis

March 27, 2016, 1:53 pm
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Dear Support,

Below is the STAAD Editor file of a 3M X 3M X 0.2M Slab Design by using IS 456:2000:

Below are my questions:

1.Plz refer attached image file below & I want to understand how we can verify Top and bottom reinforcements for longitudinal and tranverse direction?

2.In LONG REIN & TRANS.REIN how we can get bar size and nos?Do we need to extract from area by manual method or STAAD can provide?

3.In LONG REIN & TRANS.REIN REPORT is SQ.mm/ME stand for per SQ mm/meter?

4.How to verify Moments of design ?

5.There are total 100 elements(plate) in my design & do we need to read report from 1 to 100 or can we get any global slab transverse & longitudinal reinforcement report or what is the best way to read report?


STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 28-Mar-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 3 0 0; 3 3 0 3; 4 0 0 3; 5 0 0 0.3; 6 0.3 0 0.3; 7 0.3 0 0;
8 0 0 0.6; 9 0.3 0 0.6; 10 0 0 0.9; 11 0.3 0 0.9; 12 0 0 1.2;
13 0.3 0 1.2; 14 0 0 1.5; 15 0.3 0 1.5; 16 0 0 1.8; 17 0.3 0 1.8;
18 0 0 2.1; 19 0.3 0 2.1; 20 0 0 2.4; 21 0.3 0 2.4; 22 0 0 2.7;
23 0.3 0 2.7; 24 0.3 0 3; 25 0.6 0 0.3; 26 0.6 0 0; 27 0.6 0 0.6;
28 0.6 0 0.9; 29 0.6 0 1.2; 30 0.6 0 1.5; 31 0.6 0 1.8; 32 0.6 0 2.1;
33 0.6 0 2.4; 34 0.6 0 2.7; 35 0.6 0 3; 36 0.9 0 0.3; 37 0.9 0 0;
38 0.9 0 0.6; 39 0.9 0 0.9; 40 0.9 0 1.2; 41 0.9 0 1.5; 42 0.9 0 1.8;
43 0.9 0 2.1; 44 0.9 0 2.4; 45 0.9 0 2.7; 46 0.9 0 3; 47 1.2 0 0.3;
48 1.2 0 0; 49 1.2 0 0.6; 50 1.2 0 0.9; 51 1.2 0 1.2; 52 1.2 0 1.5;
53 1.2 0 1.8; 54 1.2 0 2.1; 55 1.2 0 2.4; 56 1.2 0 2.7; 57 1.2 0 3;
58 1.5 0 0.3; 59 1.5 0 0; 60 1.5 0 0.6; 61 1.5 0 0.9; 62 1.5 0 1.2;
63 1.5 0 1.5; 64 1.5 0 1.8; 65 1.5 0 2.1; 66 1.5 0 2.4; 67 1.5 0 2.7;
68 1.5 0 3; 69 1.8 0 0.3; 70 1.8 0 0; 71 1.8 0 0.6; 72 1.8 0 0.9;
73 1.8 0 1.2; 74 1.8 0 1.5; 75 1.8 0 1.8; 76 1.8 0 2.1; 77 1.8 0 2.4;
78 1.8 0 2.7; 79 1.8 0 3; 80 2.1 0 0.3; 81 2.1 0 0; 82 2.1 0 0.6;
83 2.1 0 0.9; 84 2.1 0 1.2; 85 2.1 0 1.5; 86 2.1 0 1.8; 87 2.1 0 2.1;
88 2.1 0 2.4; 89 2.1 0 2.7; 90 2.1 0 3; 91 2.4 0 0.3; 92 2.4 0 0;
93 2.4 0 0.6; 94 2.4 0 0.9; 95 2.4 0 1.2; 96 2.4 0 1.5; 97 2.4 0 1.8;
98 2.4 0 2.1; 99 2.4 0 2.4; 100 2.4 0 2.7; 101 2.4 0 3; 102 2.7 0 0.3;
103 2.7 0 0; 104 2.7 0 0.6; 105 2.7 0 0.9; 106 2.7 0 1.2; 107 2.7 0 1.5;
108 2.7 0 1.8; 109 2.7 0 2.1; 110 2.7 0 2.4; 111 2.7 0 2.7; 112 2.7 0 3;
113 3 0 0.3; 114 3 0 0.6; 115 3 0 0.9; 116 3 0 1.2; 117 3 0 1.5;
118 3 0 1.8; 119 3 0 2.1; 120 3 0 2.4; 121 3 0 2.7;
ELEMENT INCIDENCES SHELL
6 1 5 6 7; 7 5 8 9 6; 8 8 10 11 9; 9 10 12 13 11; 10 12 14 15 13;
11 14 16 17 15; 12 16 18 19 17; 13 18 20 21 19; 14 20 22 23 21;
15 22 4 24 23; 16 7 6 25 26; 17 6 9 27 25; 18 9 11 28 27;
19 11 13 29 28; 20 13 15 30 29; 21 15 17 31 30; 22 17 19 32 31;
23 19 21 33 32; 24 21 23 34 33; 25 23 24 35 34; 26 26 25 36 37;
27 25 27 38 36; 28 27 28 39 38; 29 28 29 40 39; 30 29 30 41 40;
31 30 31 42 41; 32 31 32 43 42; 33 32 33 44 43; 34 33 34 45 44;
35 34 35 46 45; 36 37 36 47 48; 37 36 38 49 47; 38 38 39 50 49;
39 39 40 51 50; 40 40 41 52 51; 41 41 42 53 52; 42 42 43 54 53;
43 43 44 55 54; 44 44 45 56 55; 45 45 46 57 56; 46 48 47 58 59;
47 47 49 60 58; 48 49 50 61 60; 49 50 51 62 61; 50 51 52 63 62;
51 52 53 64 63; 52 53 54 65 64; 53 54 55 66 65; 54 55 56 67 66;
55 56 57 68 67; 56 59 58 69 70; 57 58 60 71 69; 58 60 61 72 71;
59 61 62 73 72; 60 62 63 74 73; 61 63 64 75 74; 62 64 65 76 75;
63 65 66 77 76; 64 66 67 78 77; 65 67 68 79 78; 66 70 69 80 81;
67 69 71 82 80; 68 71 72 83 82; 69 72 73 84 83; 70 73 74 85 84;
71 74 75 86 85; 72 75 76 87 86; 73 76 77 88 87; 74 77 78 89 88;
75 78 79 90 89; 76 81 80 91 92; 77 80 82 93 91; 78 82 83 94 93;
79 83 84 95 94; 80 84 85 96 95; 81 85 86 97 96; 82 86 87 98 97;
83 87 88 99 98; 84 88 89 100 99; 85 89 90 101 100; 86 92 91 102 103;
87 91 93 104 102; 88 93 94 105 104; 89 94 95 106 105; 90 95 96 107 106;
91 96 97 108 107; 92 97 98 109 108; 93 98 99 110 109; 94 99 100 111 110;
95 100 101 112 111; 96 103 102 113 2; 97 102 104 114 113;
98 104 105 115 114; 99 105 106 116 115; 100 106 107 117 116;
101 107 108 118 117; 102 108 109 119 118; 103 109 110 120 119;
104 110 111 121 120; 105 111 112 3 121;
ELEMENT PROPERTY
6 TO 105 THICKNESS 0.2
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
1 TO 4 14 59 116 FIXED
LOAD 1 LOADTYPE Dead  TITLE DL
SELFWEIGHT Y -1 LIST ALL
ELEMENT LOAD
6 TO 105 PR GY -8
LOAD 2 LOADTYPE Live REDUCIBLE TITLE IMPOSED LOAD
ELEMENT LOAD
6 TO 105 PR GY -3
LOAD COMB 3 Generated Indian Code Genral_Structures 1
1 1.5 2 1.5
LOAD COMB 4 Generated Indian Code Genral_Structures 2
1 1.2 2 1.2
LOAD COMB 5 Generated Indian Code Genral_Structures 3
1 1.5
LOAD COMB 6 Generated Indian Code Genral_Structures 4
1 0.9
PERFORM ANALYSIS PRINT ALL
START CONCRETE DESIGN
CODE INDIAN
CLEAR 0.04 ALL
FYMAIN 415000 ALL
FC 25000 ALL
DESIGN ELEMENT 6 TO 105
END CONCRETE DESIGN
LOAD LIST ALL
FINISH

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RE: Snow Load

March 27, 2016, 8:52 pm
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RE: Snow Load

March 27, 2016, 9:09 pm
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Hi,

If your query has been addressed then please click on the tab "VERIFY ANSWER".

Thank you.

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