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STAAD Foundation Advanced Beam Designer and Pile Spring Definition

August 15, 2018, 11:58 pm
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I have followed the video on www.learn.bently.com for a Pile Supported Mat Foundation. The example shows how to design grade beams connected to piles by using the Beam Designer tab in the Main Navigator. Why is this tab not available, am I doing something wrong?

The attached screen capture shows the design example video and my screen so you can see the difference.

I need to control the rotational stiffness between the piles and grade beams, when I go to enter this information in the Pile Spring Definition table it is shaded blue and I cannot edit the data. What am I doing wrong, do do I get access to this data?

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why floor load is not generating

August 16, 2018, 1:32 am
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dear sir/

                 when i apply dead load by command floor load then the load is not generating .total height in y direction is 4.3m .please tell me the solution as soon as possible.stad file is also attached.communities.bentley.com/.../mall-of-oman2.std

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STAAD Advanced Foundation Connection Edition - Dead Weight Factor

August 16, 2018, 3:26 am
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Hi,

In STAAD Foundation Advanced, I specify a multiplier factor for (Self weight + Soil weight) of 1.25 for a load combination as seen below. For the sliding and bearing pressure checks, the program multiplies the (self weight + soil weight) by 1.25 and perform the checks correctly, but for overturning for some reason the program ignores the 1.25 factor for concrete weight (i.e. uses 1.0 factor) and applies the 1.25 factor for soil weight only.

Kind Regards

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Fatal Error: no deck assignment found inside boundary on Beam ###

August 16, 2018, 6:33 am
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I'm getting the error below in the Beam Module.  When I go back to Modeler the deck is clearly attached.  Am I missing something?  I could not find any help regarding this error.  Thanks!

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Multiple Users

August 16, 2018, 6:50 am
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Is it possible for multiple users, on separate computers, to work on a single model at the same time?

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RAM connection output still has errors in V12

August 16, 2018, 11:16 am
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Just FYI everyone, the 12.00.01.40 release of RAM Connection still has the longstanding problem of generating garbage values for plate sizes in the printed output. Does this pretty consistently for shear tabs on beams and gussets in the CBB joint type, in case any of y'all weren't aware.

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STAAD Foundation Advanced Data Input Window

August 16, 2018, 4:59 pm
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Refer screen capture, this is a reoccurring temperamental issue. Sometimes it happens and sometimes it doesn't. Mainly affects the Meshing Setup pane and the Create New Job pane. I have no scroll bar so cannot go down to access the missing part of the window.

Its becoming a huge problem for me, I cannot enter data into the model, hence it renders the software useless. I am so nervous about using this software in case this happens as it has already resulted in missing crucial deadlines. None of my other software is affected, only Bentley software which makes me think the issue is at their end.

All I can do is repeatedly reboot my computer and eventually it works, sometimes after 1 re-boot, sometimes after 10 re-boots.I have also tried docking and un-docking the window, I have tried changing screen resolutions and settings. Sometimes this works, sometimes it doesn't.

This issue has already been lodged as a service request, I don't think any of the Bentley "experts" have any idea on how to fix the issue, keeps going into the "too hard" basket.

Has anyone else had this problem and if so have you found a fix?

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Section size in staad are bigger as compared to manual calculated sections

August 17, 2018, 8:40 am
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Hello,

I have a doubt regarding the design procedure that is applied by Staad.

The standard sections that satisfies the unity check are large sections while for the same loading cases if I calculate manually the required member section size is very small as compared to the one that satisfys the untiy check requirement in STAAD Pro.

I expected the manual calculated section to pass for unity check in postprocessing mode, but instead i had to increase the standard section size in order to satisfy the unity check requirements.

I have attached my model input editor file and the manual calculation for a sample beam of 7.5m for the mezzonian floor.

communities.bentley.com/.../3157.0181.STAAD-input-editer-file.docx

As you can see from the calculation the Plastic modulus required for selecting the section was obtained 696.2 cm3, while the section that satisfies the unity check in STAAD required a section with plastic modulus of 4150 cm3, ( UB 533x312x150 )

Hope those information are sufficient for checking my model.

Thank you,

Kind regards,

Ibrahim Shabbir

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Diseño de purlins

August 17, 2018, 9:41 am
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I try to design in a separate model, the wall purlins and, when I do not consider the contribution of the wall panel as a result of the design I get a very unfavorable "CF" section.
however, when modeling the wall panel connected to the purlins, I get a much smaller section.
I am sending the Staad Editor so they can review it and correct me if my consideration is incorrect.

I hope for your collaboration, thank you very much

STAAD Editor:

STAAD SPACE CALCULO DEL PURLIN
START JOB INFORMATION
JOB NAME
JOB CLIENT
JOB PART
ENGINEER NAME JCM
ENGINEER DATE 20-Dec-17
JOB NO 13117
JOB REV A
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
10 10.15 0 0; 12 15.85 0 0; 13 10.15 1 0; 14 15.85 1 0; 15 10.15 -1 0;
16 15.85 -1 0; 17 10.3875 0 0; 18 10.3875 1 0; 19 10.625 0 0; 20 10.625 1 0;
21 10.8625 0 0; 22 10.8625 1 0; 23 11.1 0 0; 24 11.1 1 0; 25 11.3375 0 0;
26 11.3375 1 0; 27 11.575 0 0; 28 11.575 1 0; 29 11.8125 0 0; 30 11.8125 1 0;
31 12.05 0 0; 32 12.05 1 0; 33 12.2875 0 0; 34 12.2875 1 0; 35 12.525 0 0;
36 12.525 1 0; 37 12.7625 0 0; 38 12.7625 1 0; 39 13 0 0; 40 13 1 0;
41 13.2375 0 0; 42 13.2375 1 0; 43 13.475 0 0; 44 13.475 1 0; 45 13.7125 0 0;
46 13.7125 1 0; 47 13.95 0 0; 48 13.95 1 0; 49 14.1875 0 0; 50 14.1875 1 0;
51 14.425 0 0; 52 14.425 1 0; 53 14.6625 0 0; 54 14.6625 1 0; 55 14.9 0 0;
56 14.9 1 0; 57 15.1375 0 0; 58 15.1375 1 0; 59 15.375 0 0; 60 15.375 1 0;
61 15.6125 0 0; 62 15.6125 1 0; 63 10.3875 -1 0; 64 10.625 -1 0;
65 10.8625 -1 0; 66 11.1 -1 0; 67 11.3375 -1 0; 68 11.575 -1 0;
69 11.8125 -1 0; 70 12.05 -1 0; 71 12.2875 -1 0; 72 12.525 -1 0;
73 12.7625 -1 0; 74 13 -1 0; 75 13.2375 -1 0; 76 13.475 -1 0; 77 13.7125 -1 0;
78 13.95 -1 0; 79 14.1875 -1 0; 80 14.425 -1 0; 81 14.6625 -1 0; 82 14.9 -1 0;
83 15.1375 -1 0; 84 15.375 -1 0; 85 15.6125 -1 0;
MEMBER INCIDENCES
9 10 17; 10 17 19; 12 19 21; 14 21 23; 16 23 25; 18 25 27; 20 27 29; 22 29 31;
24 31 33; 26 33 35; 28 35 37; 30 37 39; 32 39 41; 34 41 43; 36 43 45; 38 45 47;
40 47 49; 42 49 51; 44 51 53; 46 53 55; 48 55 57; 50 57 59; 52 59 61; 54 61 12;
81 13 18; 82 18 20; 83 20 22; 84 22 24; 85 24 26; 86 26 28; 87 28 30; 88 30 32;
89 32 34; 90 34 36; 91 36 38; 92 38 40; 93 40 42; 94 42 44; 95 44 46; 96 46 48;
97 48 50; 98 50 52; 99 52 54; 100 54 56; 101 56 58; 102 58 60; 103 60 62;
104 62 14; 105 15 63; 106 63 64; 107 64 65; 108 65 66; 109 66 67; 110 67 68;
111 68 69; 112 69 70; 113 70 71; 114 71 72; 115 72 73; 116 73 74; 117 74 75;
118 75 76; 119 76 77; 120 77 78; 121 78 79; 122 79 80; 123 80 81; 124 81 82;
125 82 83; 126 83 84; 127 84 85; 128 85 16;
ELEMENT INCIDENCES SHELL
11 10 17 18 13; 13 17 19 20 18; 15 19 21 22 20; 17 21 23 24 22; 19 23 25 26 24;
21 25 27 28 26; 23 27 29 30 28; 25 29 31 32 30; 27 31 33 34 32; 29 33 35 36 34;
31 35 37 38 36; 33 37 39 40 38; 35 39 41 42 40; 37 41 43 44 42; 39 43 45 46 44;
41 45 47 48 46; 43 47 49 50 48; 45 49 51 52 50; 47 51 53 54 52; 49 53 55 56 54;
51 55 57 58 56; 53 57 59 60 58; 55 59 61 62 60; 56 61 12 14 62; 57 15 63 17 10;
58 63 64 19 17; 59 64 65 21 19; 60 65 66 23 21; 61 66 67 25 23; 62 67 68 27 25;
63 68 69 29 27; 64 69 70 31 29; 65 70 71 33 31; 66 71 72 35 33; 67 72 73 37 35;
68 73 74 39 37; 69 74 75 41 39; 70 75 76 43 41; 71 76 77 45 43; 72 77 78 47 45;
73 78 79 49 47; 74 79 80 51 49; 75 80 81 53 51; 76 81 82 55 53; 77 82 83 57 55;
78 83 84 59 57; 79 84 85 61 59; 80 85 16 12 61;
*
START GROUP DEFINITION
MEMBER
_PF 9 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 -
81 TO 128
END GROUP DEFINITION
*
UNIT MMS KG
DEFINE MATERIAL START
ISOTROPIC STEEL
E 20904.2
POISSON 0.3
DENSITY 7.83341e-006
ALPHA 1.2e-005
DAMP 0.03
ISOTROPIC ALUMINUM
E 7030.7
POISSON 0.33
DENSITY 2.71263e-006
ALPHA 2.3e-005
DAMP 0.03
END DEFINE MATERIAL
CONSTANTS
BETA 90 ALL
MATERIAL STEEL MEMB 9 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 -
46 48 50 52 54 81 TO 128
MATERIAL ALUMINUM MEMB 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 -
45 47 49 51 53 55 TO 80
MEMBER PROPERTY COLDFORMED AMERICAN
9 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 81 -
82 TO 128 TABLE ST 225CS80X2
*
UNIT MMS KG
*
ELEMENT PROPERTY
11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47 49 51 53 55 TO 79 -
80 THICKNESS 40
*
SUPPORTS
10 12 TO 16 FIXED BUT MY MZ
17 TO 85 FIXED BUT FX FY MX MY MZ
*
MEMBER OFFSET
9 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 81 -
82 TO 128 START 0 0 132.5
9 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 81 -
82 TO 128 END 0 0 132.5
*
UNIT METER KG
*
LOAD 1 LOADTYPE None  TITLE G
ELEMENT LOAD
11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47 49 51 53 55 TO 79 -
80 PR GY -11.65
SELFWEIGHT Y -1 LIST 9 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 -
44 46 48 50 52 54 81 TO 128
*
LOAD 2 LOADTYPE None  TITLE W
ELEMENT LOAD
11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 43 45 47 49 51 53 55 TO 79 -
80 PR GZ 87.2
*COMBINACIONES DE CARGA
**1
LOAD COMB 3 1.4G
1 1.4
*
LOAD COMB 4 1.2G+0.8W
1 1.2 2 0.8
*
LOAD COMB 5 1.2G+1.6W
1 1.2 2 1.4
*
LOAD COMB 6 0.9G+1.6W
1 0.9 2 1.4
*
*
***FOR SERVICIABILITY ONLY***
*FOR VERTICAL DEFLECTION*
*
LOAD COMB 7 G
1 1.0
*
*FOR LATERAL  DEFLECTIONS*
*
LOAD COMB 8 G+0.7W
1 1.0 2 0.7
*
*
UNIT CM KG
PERFORM ANALYSIS
LOAD LIST 3 TO 6
PARAMETER 1
CODE AISI
FYLD 2350 MEMB _PF
FU 3800 MEMB _PF
BEAM 1 MEMB _PF
TSA 0 MEMB _PF
CWY 1 MEMB _PF
UNB 570 MEMB _PF
CHECK CODE MEMB _PF
FINISH

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RAM Concept Error

August 17, 2018, 10:05 am
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Hey I'm designing a mat foundation. I am getting an error of Incompatible design and load combos. I'm not able to understand what's wrong. I defined my own load combinations. Is that the reason? 

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Physical Model Disappeared

August 17, 2018, 12:37 pm
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I have a large model created using the physical modeler. I turned the load values "on" in the view toolbar and the program crashed. When I re-opened it my physical model had disappeared. The analytical model appears to be there still, although not updated, and the command file is still accurate as far as I can tell. But there is no information shown in the physical modeler. No visual model, no nodes/members/surfaces in the tables or anything. How do I get my model back?

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Beam offsets

August 17, 2018, 2:15 pm
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Is there an easier way to offset floor members so that the top of steel is the same elevation that is required for structural drawings?  With all of the different depths of members within the same depth category plus shallow members, can I extrapolate the elevations of nodes plus beams with corresponding nodes so that they are at the same level?  There are other programs that do this but so far I have not found a solution to this problem for STAAD.  This would be most helpful for our drafters who have to present 3D models to the customer with TOS elevation being on par with reality.  The only thing I can offer them is TOS is center line of beam and with a complex, multi sized members per floor, model I cannot provide to them that.  I have tried to create a spreadsheet to help me with this but it is to complex to even begin with. I tagged the version in the Tags portion below this box but here is the version anyways, 20.07.11.70.

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*** ERROR *** ABOVE LINE CONTAINS ERRONEOUS DATA. DATA-CHECK MODE IS ENTERED. PRIMARY LOAD CASE CAN ONLY BE ADDED IF SET NL COMMAND IS USED.

August 18, 2018, 2:36 am
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while i am trying to design the pedestal in isolated design. the program doesn't respond and it is getting turn off automatically.

August 18, 2018, 6:04 am
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while i am trying to design the pedestal in isolated design. the program doesn't respond and it is getting turn off automatically.

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KL/R RATIOS

August 18, 2018, 10:19 am
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Dear Sir,

Kindly check the attached system. there are two columns of tube and two beams connected with them having minor loads on them. 

For columns i applied k value=2 and for beams effective length is considered full.

Slenderness value is more than 200 for columns.

can we say this system is safe as compression load on the column is very less than its compression capacity regardless slenderness is more than 200.

Kindly confirm this system is safe or not as this system is only for aesthetic look.staad file is attached.communities.bentley.com/.../aldar.std

Thanks.

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slenderness

August 18, 2018, 11:11 am
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Dear Sir,

Kindly check the attached system. there are two columns of tube and two beams connected with them having minor loads on them. 

For columns i applied k value=2 and for beams effective length is considered full.

Slenderness value is more than 200 for columns.

can we say this system is safe as compression load on the column is very less than its compression capacity regardless slenderness is more than 200.

Kindly confirm this system is safe or not as this system is only for aesthetic look.staad file is attached.communities.bentley.com/.../5633.aldar.std

Thanks.

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Elastic Critical Analysis not available in MS Tower although active in the menu and described in the manual?

August 19, 2018, 6:15 pm
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What is the reason and there is any plan to reintroduce it?

It is very disappointing to remove such a useful tool that used to be available before Bentley took ownership of MSTower/ Engineering Systems.

At least it should be removed from the Menu and Manual because it is misleading when purchasing the software, it does not do what it says...

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Microstran demo/trial version?

August 19, 2018, 6:17 pm
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How can I have a demo version of Microstran to test ECL features?

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Modelling springs as columns in ram concept

August 19, 2018, 9:20 pm
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Hi All, 

I am unable to import spring nodes into my model so I have modelled 7,200 columns as springs in my mat foundation analysis. Is there a way to make the columns I modelled as compression only, as I see some are columns are in tension, and you won't get that in a soil spring? Or alternatively is there a method where I can mass import point springs from spreadsheet format? 

Thanks

Jimmy. 

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WARNING selfweight is less than total weight of all

August 20, 2018, 1:19 am
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Hi all.

I have quick question about online support for Staad Pro connect edition. I need help with following problems.

I created model in Physical Modeling with load group. For the first group I used selfweight + pressure on the slab. For second group a used wind load. Then I used Analytical model and I created Load Cases Detail  (I used the way from Bentley Learn).  After analysis  I have warning - selfweight is less than total weight of all.

Please see attached image. Thoughts please? 

Many thanks

Katarina

          communities.bentley.com/.../3060.Structure1.STD

      

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