Dear Sir / Mam,
I am using STAAD.PRO connect edition version 21.00.01.12. I am getting a message " The catalog manager service is stopped and it could not be started because the access was denied.
It needs to be started manually with administrator privilages"
I am not aware of above message. What I need to do?
What is catalog manager? Kindly help me on this issue.
Regards,
S.Gnanasekaran
Hi,
I am using staad pro v8i latat version 21.00.01.12. In the mid of working suddenly staad pro gets crashed.
Regards
Anil arya
Hi ,
Plz help me to resolve this " instability at joint"
How should I go about rectifying this. And will it affect the design?
Attached staad
STAAD SPACE FRAME
START JOB INFORMATION
ENGINEER DATE 19-Jul-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 34.64 0 0; 3 0 6 0; 4 34.64 6 0; 5 17.32 7.732 0;
6 2.28859 6.22886 0; 7 32.355 6.2285 0; 8 19.8076 7.48324 0; 9 14.836 7.4836 0;
MEMBER INCIDENCES
1 1 3; 2 2 4; 3 3 6; 4 5 8; 5 9 6; 6 4 7; 7 8 7; 8 5 9;
UNIT CM KN
MEMBER PROPERTY BRITISH
5 7 TABLE ST UB533X210X122
1 2 TABLE ST UB610X305X149
UNIT METER KN
MEMBER PROPERTY BRITISH
3 4 6 8 TAPERED 0.95 0.012 0.7 0.2 0.016 0.2 0.016
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 2.05e+008
POISSON 0.3
DENSITY 77
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 PINNED
LOAD 1 DEADLOAD
SELFWEIGHT Y -1
MEMBER LOAD
3 TO 8 UNI GY -1.56
LOAD 2 LIVELOAD
MEMBER LOAD
3 TO 8 UNI GY -3.75
LOAD 3 COLLATERAL LOAD
MEMBER LOAD
3 TO 8 UNI GY -1.25
LOAD 4 WINDLEFT
MEMBER LOAD
1 UNI GX 1.4
3 5 8 UNI Y 5.4
4 6 7 UNI Y 3.4
2 UNI GX 2.9
LOAD 5 WINDRIGHT
MEMBER LOAD
1 UNI GX -2.9
3 5 8 UNI Y 3.4
4 6 7 UNI Y 5.4
2 UNI GX -1.4
LOAD 6 WINDEND
MEMBER LOAD
1 UNI GX -3.9
3 5 8 UNI Y 5.4
4 6 7 UNI Y 5.4
2 UNI GX 3.9
** ASCE 7-05 -2.3.2 LRFD COMBOS
LOAD COMB 7 1.2XDEADLOAD + 1.6XLIVELOAD + 1.2XCOLLATERALLOAD
1 1.2 2 1.6 3 1.2
LOAD COMB 8 1.2XDEADLOAD + 0.5XLIVELOAD + 1.2XCOLLATERALLOAD
1 1.2 2 0.5 3 1.2
LOAD COMB 9 1.2XDEADLOAD +0.5XLIVE LOAD + 1.6XWINDLEFT
1 1.2 2 0.5 4 1.6
LOAD COMB 10 1.2XDEADLOAD +0.5XLIVE LOAD+1.6WINDRIGHT
1 1.2 3 0.5 5 1.6
LOAD COMB 11 1.2XDEADLOAD +0.5XLIVE LOAD +1.6XWINDEND
1 1.2 2 0.5 6 1.6
LOAD COMB 12 0.9XDEADLOAD +1.6XWINDLEFT
1 0.9 4 1.6
LOAD COMB 13 0.9XDEADLOAD + 1.6XWINDRIGHT
1 0.9 5 1.44
LOAD COMB 14 0.9XDEADLOAD +1.6XWINDEND
1 0.9 6 1.6
LOAD COMB 15 1.6XDEADLOAD
1 1.6
PERFORM ANALYSIS
LOAD LIST 7 TO 14
PARAMETER 1
CODE LRFD
FYLD 345000 ALL
LY 1.5 ALL
LZ 6 MEMB 1 2
LZ 34.82 MEMB 3 TO 8
KZ 2 MEMB 1 2
KY 1 ALL
UNB 1.5 ALL
UNT 1.5 ALL
CB 1 ALL
CHECK CODE ALL
STEEL TAKE OFF ALL
*SELECT OPTIMIZED
FINISH
A separate video should be made explaining steps involved in Time History Analysis.
Hi,
I'm having issue with a column that is attached to a transfer beam in RAM Frame. The deflection result appears to show that the column is not connected to the beam below and showing unrealistic deflection. I've experimented with multiple ways including changing the fixity of the column but does not seem to have the column being connected. The load seems to be transferring correctly in the RAM Beam module. Could you please help to take a look and see what may be the issue? I've attached a copy of the model and this occurs at node 26.
Note: I've uploaded the file through Bentley Securefile Upload with the file name of 20180122 Model
Thank you.
How do I view the pile numbers in a pile cap in RAM SS Foundation?
Thank you,
I'm using the RAM DataAccess API and not sure if I am using IModelGeometry1 in the VBA macro correctly. I ultimately want to populate a table with the Support type and Support ID for every beam, for both start and end joints. I initialized interfaces and followed with a loop for each beam. But I'm getting a compile error. Any help to correct the VBA below is much appreciated.
Dim IModelGeometry1 As RAMDATAACCESSLib.IModelGeometry1
Set IModelGeometry1 = RAMDataAcc1.GetDispInterfacePointerByEnum(IModelGeometry_INT)
R = 14 'start on this row
lNumBeams = IBeams.GetCount
For lBeam = 0 To lNumBeams - 1
Set IBeam = IBeams.GetAt(lBeam)
lUID = IBeam.lUID
Cells(R, 2) = strStoryID
Cells(R, 3) = IBeam.lLabel
Cells(R, 4) = IBeam.strSectionLabel
IModelGeometry1.GetBeamSupportInfo peSupportTypeStart, plSupportIDStart
Cells(R, 5) = peSupportTypeStart
Cells(R, 6) = plSupportIDStart
R = R + 1
Next 'Beam
I am trying to define seismic loads per IBC 2012 with the following command:
DEFINE IBC 2012
SS 0.162 S1 0.055 RX 2 RZ 2 I 1.5 TL 4 SCLASS 4 KX 0.75 KZ 0.75
However, I get an error message when STAAD reads the file saying the SDS parameter is defined incorrectly. I'm assuming it is referring to the design spectral response acceleration parameter at short periods for SDS. In section 5.31.2.16 of STAAD.Pro Help pages, it doesn't say that the SDS parameter can be defined directly though. I don't get an error message when using the same definition above in STAAD.Pro Build 20.0 (except that you have to define K for both directions instead of KX and KZ).
Can you tell me what the correct procedure is for defining seismic loads per IBC 2012 when using STAAD.Pro Build 21?
I am currently designing a curve beam and applied a linearyly varying load to it.
After running for anylysis I received this error.
**ERROR-CURVED MEMBER HAS LINEAR LOAD SPECIFIED. MEMB= 414
Why this error occured?
I want to get the area of plates in a folded plate model one by one using OpenSTAAD macro in MVB. I wrote:
'Launch OpenSTAAD Object.
Set objOpenSTAAD = GetObject(, "StaadPro.OpenSTAAD")
pnPlates = objOpenSTAAD.Geometry.GetPlateCount()
pdAreaCLT_Total = 0
For i = 1 To pnPlates_CLT
pdArea = objOpenSTAAD.Geometry.GetAreaOfPlate i, pdArea
pdAreaCLT_Total = pdAreaCLT_Total + pdArea
Here, I can get the total number of plates but not the area of each plate. What is my error?
I have tried different syntax such as:
pdArea = objOpenSTAAD.Geometry.GetAreaOfPlate i -------> the statement doesn't seem to end
pdArea = objOpenSTAAD.Geometry.GetAreaOfPlate () -------> the i is missed here
pdArea = objOpenSTAAD.Properties.GetAreaOfPlate i, pdArea ----------> is this parameter considered as properties?
None of above has worked.
I need to design a cantilever steel canopy , span 8.48m and width 2.2m
Plese help me to calculate wind load as per ASCE 7 , I calculated qh as 0.932kN/m2 .
How to choose wind pressure coefficients as per ASCE .??which figure should I refer for coefficients?
Please help , I am designing canopy for the first time .
Thanks
Hi Sye,
I have two ways to apply seismic load to my model. The first way is to calculate all the sesimic loads and appy it to the member/joint directly as a load. The second way is to define the seismic parameters by input zip code and other parameters. However I found the displacement results shown from two methods are totally different. The second way has almost double displacement than the first way. Is that because the displacement has been mangified such as using Cd? I didn't find any parameters for Cd in the program.
Thanks,
Perry
I have written a VBA macro in Excel to extract plate element moments and forces from STAAD, but am getting all zeroes from the corresponding OpenSTAAD commands (GetAllPlateCenterMoments and GetAllPlateCenterForces) rather than the actual load case results. I am forbidden from sending my model, but here is my code:
sub Concrete_Crack()
Dim file As string
Dim path As String
Dim file_path As string
Dim plate_count As Long
Dim allplates() As Long
Dim plate As Long
Dim group As string
Dim lcmin As Long
Dim lcmax As Long
Dim lcn As Long
Dim Cmom(2) As Double
Dim Cfrc(4) As Double
Dim Mpr1 As Double
Dim Mpr2 As Double
Dim Mprplate As Double
Dim Mprmax() As Double
Dim Sxymax() As Double
Dim LCmaxM() As Long
Dim LCmaxV() As Long
Dim rowstart As Long
Dim ostd As Object
path = "C:\SProV8i SS6\STAAD\Staadpro.exe"
open_program = shell(path)
‘Open STAAD.pro
Application.wait (Now + Timevalue("0:00:05"))
Set ostd = GetObject(, "StaadPro.OpenSTAAD")
‘Determine STAAD file name
file = Cells(4, 2)
‘Determine path of current workbook (assuming STAAD files are in same path)
path = Application.Activeworkbook.path
‘Open STAAD file
file_path = path & Application.PathSeparator & file
ostd.OpenSTAADFile file_path
‘wait 15 seconds for model to open
Application.wait (Now + TimeValue("0:00:15"))
'Cycle through load combinations and get max Sxy, Mpr
group = Cells(3,2)
lcmin = Cells(5,2)
lcmax = Cells(6,2)
rowstart = Cells(7,2)
'Select group in STAAD
ostd.geometry.ClearPlateSelection
ostd.View.SelectGroup (group)
'Application.wait (Now + TimeValue(”0:00:03"))
‘Count number of plates selected
plate_count = ostd.geometry.GetNoOfSelectedPlates
'Clear and size arrays
Erase Mprmax
Erase Sxymax
Erase LCmaxM
Erase LcmaxV
ReDim Mprmax(plate_count - 1)
ReDim Sxymax(plate_count - 1)
ReDim LCmaxM(plate_count - 1)
ReDim LCmaxV(plate_count - 1)
ReDim allplates(plate_count - 1)
'Populate allplates array with list of selected plates
ostd.Geometry.GetSelectedPlates allplates
'Cycle through all plates and load combinations and extract forces/moments
For i = 0 To (plate_count - 1)
For j = lcmin To lcmax
ostd.output.GetAllPlateCenterMoments allplates(i), j, Cmom
'Calculate maximum principal moment for current load case
Mpr1 = Abs((Cmom(0) + Cmom(1)) / 2 + Sqr(((Cmom(0) - Cmom(1)) / 2 + Cmom(2) ^2)))
Mpr2 = Abs((Cmom(0) + Cmom(1)) / 2 - Sqr(((Cmom(0) - Cmom(1)) / 2 + Cmom(2) ^2)))
Mprplate = WorksheetFunction.Max(Mpr1, Mpr2)
ostd.Output.GetAllPlateCenterForces allplates(i), j, Cfrc
'Record maximum values if found
If Mprplate > Mprmax(i) Then
Mprmax(i) = Mprplate
LCmaxM(i) = j
End If
If Cfrc(4) > Sxymax(i) Then
Sxymax(i) = Cfrc(4)
LCmaxV(i) = j
End If
Next j
Next i
'Close STAAD
ostd.Quit
'Record maximum values
For k = 0 To (plate_count - 1)
Cells(rowstart + k, 1) = allplates(k)
Cells(rowstart + k, 2) = Format(Sxymax(k), "#####.00")
Cells(rowstart + k, 3) = LCmaxV(k)
Cells(rowstart + k, 4) = Format(Mprmax(k), "#####.00")
Cells(rowstart + k, 5) = LCmaxM(k)
Next k
End Sub
Thank you very much for any assistance you can provide.
I'm trying to capture the effects of a lateral foundation spring below a concrete core wall. The foundation spring for wall bases in Ram Frame is a vertical spring only. In my current project, i have (2) levels of below grade and the concrete core is on drilled piers. We would like to determine what the effects are on the coupling moment between the subterranean slabs when lateral foundation springs are introduced, so the concrete wall base is not acting as a fully restrained condition, as is the current default. Is there a way to accomplish this?
We have a product in which we import STP file, we have been able to import the STP without any issue till now. But when we received STP generated from STAAD from one of our clients and they are not getting imported.
On opening the STP file we realized the format is completely different. There are some keywords we read from the file like "ASSEMBLY_DESIGN_STRUCTURAL_MEMBER_LINEAR", "DESIGN_PART", "COORD_SYSTEM_CARTESIAN_3D" keyword are read to read steel property but not avaiable in STP file genrated from STAAD.
One of the differences in 2 version is "preprocessor_version" for STAAD is mentioned as V 9 and that for other working STP file is V 15 or above? IS STAAD using different format of STP?
Header screenshot from S3D (working)
Header screenshot from STP file (not Working)
How to download and install latest standalone STAAD.PRO software.
Need download link for the same.
In my profile page, it is going to SELECT subscription,
which is not activated to me,
since I have brought standalone version without SELECT subscription.
Please Help!
Hi
Plz check my staad file and plz suggest correction and modifications
STAAD SPACE FRAME
START JOB INFORMATION
ENGINEER DATE 19-Jul-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 0 1.1; 3 0 0 2.2; 4 0 -0.6 2.2; 6 0 -0.3 1.1; 7 0.942 0 0;
8 0.942 0 1.1; 9 0.942 0 2.2; 10 0.942 -0.6 2.2; 11 0.942 -0.3 1.1;
12 1.884 0 0; 13 1.884 0 1.1; 14 1.884 0 2.2; 15 1.884 -0.6 2.2;
16 1.884 -0.3 1.1; 17 2.826 0 0; 18 2.826 0 1.1; 19 2.826 0 2.2;
20 2.826 -0.6 2.2; 21 2.826 -0.3 1.1; 22 3.768 0 0; 23 3.768 0 1.1;
24 3.768 0 2.2; 25 3.768 -0.6 2.2; 26 3.768 -0.3 1.1; 27 4.71 0 0;
28 4.71 0 1.1; 29 4.71 0 2.2; 30 4.71 -0.6 2.2; 31 4.71 -0.3 1.1; 32 5.652 0 0;
33 5.652 0 1.1; 34 5.652 0 2.2; 35 5.652 -0.6 2.2; 36 5.652 -0.3 1.1;
37 6.594 0 0; 38 6.594 0 1.1; 39 6.594 0 2.2; 40 6.594 -0.6 2.2;
41 6.594 -0.3 1.1; 42 7.536 0 0; 43 7.536 0 1.1; 44 7.536 0 2.2;
45 7.536 -0.6 2.2; 46 7.536 -0.3 1.1; 47 8.478 0 0; 48 8.478 0 1.1;
49 8.478 0 2.2; 50 8.478 -0.6 2.2; 51 8.478 -0.3 1.1;
MEMBER INCIDENCES
1 1 2; 2 2 3; 4 1 6; 6 6 4; 7 7 8; 8 8 9; 9 7 11; 11 11 10; 12 1 7; 13 2 8;
14 6 11; 15 12 13; 16 13 14; 17 12 16; 18 16 15; 19 7 12; 20 8 13; 21 11 16;
22 17 18; 23 18 19; 24 17 21; 25 21 20; 26 12 17; 27 13 18; 28 16 21; 29 22 23;
30 23 24; 31 22 26; 32 26 25; 33 17 22; 34 18 23; 35 21 26; 36 27 28; 37 28 29;
38 27 31; 39 31 30; 40 22 27; 41 23 28; 42 26 31; 43 32 33; 44 33 34; 45 32 36;
46 36 35; 47 27 32; 48 28 33; 49 31 36; 50 37 38; 51 38 39; 52 37 41; 53 41 40;
54 32 37; 55 33 38; 56 36 41; 57 42 43; 58 43 44; 59 42 46; 60 46 45; 61 37 42;
62 38 43; 63 41 46; 64 47 48; 65 48 49; 66 47 51; 67 51 50; 68 42 47; 69 43 48;
70 46 51; 71 3 9; 72 9 14; 73 14 19; 74 19 24; 75 24 29; 76 29 34; 77 34 39;
78 39 44; 79 44 49; 80 4 10; 81 10 15; 82 15 20; 83 20 25; 84 25 30; 85 30 35;
86 35 40; 87 40 45; 88 45 50; 89 2 6; 90 8 11; 91 13 16; 92 18 21; 93 23 26;
94 28 31; 95 33 36; 96 38 41; 97 43 46; 98 48 51; 99 3 4; 100 9 10; 101 14 15;
102 19 20; 103 24 25; 104 29 30; 105 34 35; 106 39 40; 107 44 45; 108 49 50;
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 2.05e+008
POISSON 0.3
DENSITY 77
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY BRITISH
1 2 4 6 TO 9 11 15 TO 18 22 TO 25 29 TO 32 36 TO 39 43 TO 46 50 TO 53 -
57 TO 60 64 TO 67 TABLE ST UC203X203X46
MEMBER PROPERTY EUROPEAN
12 TO 14 19 TO 21 26 TO 28 33 TO 35 40 TO 42 47 TO 49 54 TO 56 61 TO 63 68 -
69 TO 108 TABLE ST 200X100X10RHS
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
3 4 9 10 14 15 19 20 24 25 29 30 34 35 39 40 44 45 49 50 FIXED
MEMBER RELEASE
12 TO 14 19 TO 21 26 TO 28 33 TO 35 40 TO 42 47 TO 49 54 TO 56 61 TO 63 68 -
69 TO 88 START MZ
12 TO 14 19 TO 21 26 TO 28 33 TO 35 40 TO 42 47 TO 49 54 TO 56 61 TO 63 68 -
69 TO 88 END MZ
LOAD 1 LOADTYPE None TITLE DL
SELFWEIGHT Y -1
MEMBER LOAD
50 51 57 58 64 65 UNI GY 0.19
1 2 7 8 15 16 22 23 29 30 36 37 43 44 UNI GY -3.8
LOAD 2 LOADTYPE None TITLE LL
MEMBER LOAD
1 2 7 8 15 16 22 23 29 30 36 37 43 44 50 51 57 58 64 65 UNI GY -0.6
1 2 7 8 15 16 22 23 29 30 36 37 43 44 UNI GY -4.71
LOAD 3 LOADTYPE None TITLE CL
MEMBER LOAD
1 2 7 8 15 16 22 23 29 30 36 37 43 44 50 51 57 58 64 65 UNI GY -0.2
LOAD 4 LOADTYPE None TITLE WL LEFT
MEMBER LOAD
1 2 7 8 15 16 22 23 29 30 36 37 43 44 50 51 57 58 64 65 UNI GY -1.9
LOAD 5 LOADTYPE None TITLE WL RIGHT
MEMBER LOAD
1 2 7 8 15 16 22 23 29 30 36 37 43 44 50 51 57 58 64 65 UNI GY 1.9
LOAD COMB 100 1.4DL
1 1.4
LOAD COMB 101 1.2DL + 0.5LL + 1.2CL
1 1.2 2 0.5 3 1.2
LOAD COMB 102 1.2DL + 1.6LL + 1.2CL
1 1.2 2 1.6 3 1.2
LOAD COMB 103 1.2DL + 1.6LL + 0.8WL LEFT
1 1.2 2 1.6 4 0.8
LOAD COMB 104 1.2DL + 1.6LL + 0.8WL RIGHT
1 1.2 2 1.6 5 0.8
LOAD COMB 105 1.2DL + 0.5LL + 1.6WL LEFT
1 1.2 2 0.5 4 1.6
LOAD COMB 106 1.2DL + 0.5LL + 1.6WL RIGHT
1 1.2 2 0.5 5 1.6
LOAD COMB 107 0.9DL + 1.6WL LEFT
1 0.9 4 1.6
LOAD COMB 108 0.9DL + 1.6WL RIGHT
1 0.9 5 1.6
LOAD COMB 200 DL + CL + LL
1 1.0 2 1.0 3 1.0
LOAD COMB 201 DL + 0.75WL LEFT
1 1.0 4 0.75
LOAD COMB 202 DL + 0.75WL RIGHT
1 1.0 5 0.75
PERFORM ANALYSIS
LOAD LIST 100 TO 108
PARAMETER 1
CODE AISC UNIFIED 2005
METHOD LRFD
FYLD 345000 ALL
CHECK CODE ALL
STEEL TAKE OFF ALL
FINISH
Is there a version of Bentley RAM Concept V8i.01.06.00.6? where i can download if there is?