What loads are exported from RAMSS to RAM Connection?
What load combinations are exported?
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RAMSS to RAM Connection Loads
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Allowable Bearing Strength for Concrete
Hi, I was wondering what if I'd check a concrete pad to be laydown in an existing slab(suspended) thru finite element method? There will be no anchoring of rebar from existing to new pad, based on the drawing, just concrete epoxy in between
What allowable bearing pressure will I use in the support condition(subgrade modulus of reaction) of the new concrete pad? No need to check the existing slab as per client's instruction.
Or subgrade modulus is only applicable for pad/foundation to be laydown to soil?
Thank you!
Please advise.
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Shear wall in staad pro connect update 6
Hi,
My model of 15 storey building with shear wall, wherein post analysis shear wall tend to fail for rupture ( i.e axial stress very high ) , but the same with same configuration with other known software it passed for same structure that RCDC Supports,
All the other beam/ column are also similar only the reaction of shear wall in staad pro connect update 6 is very high, and i cannot find how to put boundary element also.
Anyone kindly help as why the reaction tend to come so high, or is there any type of release etc that is to be applied.
Thank you
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RAM Structural system to RAM Concept import
I have a Concrete slab supported by a grid of Concrete Beams, Columns and perimeter walls. I have run the design for beams and columns in ram concrete. If I import only the slab to RAM Concept, along with Columns and perimeter walls, omitting the beams, will the imported slab be supported along the existing beam lines? Or should I support it using Line spring / line support?
Thank You!
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Error while modelling basement shear wall
Hi....we are having error (pics enclosed) while modelling shear wall (with colums) for basement of building. Kindly guide what could be the problem. Also, do we need to re-model columns as they split while generating mesh for shear wall.
Also 
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Run-Time error '429':ActiveX component can't create object
When i run the code through excel i am receiving the following error
Run-Time error '429':ActiveX component can't create object.
Below is the VBA code.
Private Sub CommandButton1_Click()
Dim praname As String
Dim ntg As Integer
Dim nlg As Integer
Dim nt As Integer
Dim usb As Double
Dim dr As String
''''''''''''''''''''''''''
prname = Cells(2, 6) & ".std"
ntg = Cells(3, 6)
nlg = Cells(4, 6)
nt = Cells(5, 6)
usb = Cells(6, 6)
dr = Cells(7, 6)
''''''''''''''''''''''''''
'Get the application object
Dim objOpenSTAAD As Object
Dim bstrFileName As String
Dim nLenUnitInput As Integer
Dim nForceUnitInput As Integer
'Get the application object
Set suro = GetObject(, "StaadPro.OpenSTAAD")
'Create New File
objOpenSTAAD.NewSTAADFile prname, 4, 4
'nodes
n = ntg * nlg * (nt + 1)
Dim nodes() As Long
ReDim nodes(1 To n)
For i = 1 To n
nodes(i) = i
Cells(10 + i, 7) = nodes(i)
Next i
'coordinates
Dim coord() As Double
ReDim coord(1 To n, 1 To 3)
Dim tgs() As Double
ReDim tgs(1 To ntg)
Dim lgs() As Double
ReDim lgs(1 To nlg)
Dim te() As Double
ReDim te(1 To nt + 1)
For i = 1 To ntg
tgs(i) = Cells(10 + i, 2)
Next i
For i = 1 To nlg
lgs(i) = Cells(10 + i, 3)
Next i
For i = 1 To nt
te(i) = Cells(10 + i - 1, 4)
Next i
te(1) = usb
If dr = "x" Then
dr1 = 1
dr3 = 3
Else
dr1 = 3
dr3 = 1
End If
For i = 1 To nt
For j = 1 To nlg
For k = 1 To ntg
p = p + 1
coord(p, 1) = tgs(k)
coord(p, 3) = lgs(j)
coord(p, 2) = te(i)
Next k
Next j
Next i
For i = 1 To n
For j = 1 To 3
Cells(10 + i, 7 + j) = coord(i, j)
Next j
'OSGeometryUI.CreateNode nodes(i), coord(i, 2), coord(i, 3)
objOpenSTAAD.Geometry.CreateNode nodes(i), coord(i, 2), coord(i, 3)
Next i
'column indices
nc = ntg * nlg * nt
Dim colinci() As Long
ReDim colinci(1 To nc, 1 To 3)
For i = 1 To nc
colinci(i, 1) = i
colinci(i, 2) = i
colinci(i, 3) = i + ntg * nlg
Next i
For i = 1 To nc
For j = 1 To 3
Cells(10 + i, 10 + j) = colinci(i, j)
Next j
objOpenSTAAD.Geometry.CreateBeam colinci(i, 1), colinci(i, 2), colinci(i, 3)
Next i
'longitudnal beam indices
nlb = (ntg - 1) * nlg * nt
Dim lbeaminci() As Long
ReDim lbeaminci(1 To nlb, 1 To 3)
For i = 1 To nt
For j = 1 To nlg
For k = 1 To (ntg - 1)
q = q + 1
lbeaminci(q, 1) = nc + q
lbeaminci(q, 2) = ntg * nlg * i + ntg * (j - 1) + k
lbeaminci(q, 3) = lbeaminci(q, 2) + 1
Next k
Next j
Next i
For i = 1 To nlb
For j = 1 To 3
Cells(10 + i, 13 + j) = lbeaminci(i, j)
Next j
objOpenSTAAD.Geometry.CreateBeam lbeaminci(i, 1), lbeaminci(i, 2), lbeaminci(i, 3)
Next i
'transverse beam indices
ntb = ntg * (nlg - 1) * nt
Dim tbeaminci() As Long
ReDim tbeaminci(1 To ntb, 1 To 3)
For i = 1 To nt
For j = 1 To ntg
For k = 1 To (nlg - 1)
r = r + 1
lbeaminci(r, 1) = nc + nlb + r
lbeaminci(r, 2) = ntg * nlg * i + ntg * (k - 1) + j
lbeaminci(r, 3) = lbeaminci(r, 2) + ntg
Next k
Next j
Next i
For i = 1 To ntb
For j = 1 To 3
Cells(10 + i, 16 + j) = tbeaminci(i, j)
Next j
objOpenSTAAD.Geometry.CreateBeam tbeaminci(i, 1), tbeaminci(i, 2), tbeaminci(i, 3)
Next i
End Sub
When i run the inbuilt script in vba.It shows the error as attached below.
In previous version of staad for creating beams through visual basic script following code is mentioned in the document
objOpenSTAAD.Geometry.CreateNode nodes(i), coord(i, 2), coord(i, 3)
but now i donot see the above code in the openstad documentaation .i see the below code
'OSGeometryUI.CreateNode nodes(i), coord(i, 2), coord(i, 3)
will the old commands wont work in new staad connect ?
could you please show some light on this.
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Best practice for modeling concrete beam with eccentricity
I'm trying to design a concrete beam; however, the wall above the beam is not centered on it creating a 4" eccentricity. Is there a way to capture this in RAM structural? I'd like to export the results from RAM frame with the torsion considered on the beam due to the eccentric wall location.
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Generating Seismic Loads
Hello. Why do we have to generate seismic loads first and then the other loads after seismic loads? How can I find the seismic weight of the structure so that I can generate the seismic loads similar to floor loads instead of copying my DL and LL under seismic definitions as per IS 13920:2016. I have seen a lot of youtube videos where LL and DL are defined initially and then seismic defitions are created. After that the DL and LL are copy pasted under seismic definition using Staad Editor. It would be of great help if somebody can explain the logic behind this. Thanks in advance.
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How to solve instability at join connection
Good morning,
I have problem with my steel truss bridge design, i've used member specification release MY;MZ and truss. Then this message came after i am running the analysis.
***WARNING - INSTABILITY AT JOINT 490 DIRECTION = MZ
PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING
K-MATRIX DIAG= 3.4113601E+05 L-MATRIX DIAG= 5.8207661E-11 EQN NO 366
***NOTE - VERY WEAK SPRING ADDED FOR STABILITY
Then i change my member specification release to just MZ, but i am not sure this correct to describe my design with actual connection. Although the warning sign not shown anymore.
How do i have to solve this problem with "Very Weak Spring Added for Stability", do i have to change the direction of release specification member into MZ only or any suggestion regarding my design?. I attach my design file, the first is DESIGN-001-MYMZ.std with release MYMZ and the second is DESIGN-002-MZ. Hope you guys can help me to solve my problem. Thanks in advance!
Kind regards,
Muhammad Iqbalcommunities.bentley.com/.../DESIGN_2D00_001_2D00_MYMZ.stdcommunities.bentley.com/.../DESIGN_2D00_002_2D00_MZ.std
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HELLO SIR,I M FACING PROBLEM WITH " DENSITY NOT PROVIDED , SELFWEIGHT COMMAND IGNORED"....I HAVE ASSIGNED ALL THE MATERIAL I HAVE TAKEN ...PLEASE HELP ME ...SUGGEST ME TO DO CORRECTIONS..I M ATTACHING..
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 17-May-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 20 0 0; 3 0 8 0; 4 20 8 0; 5 0 11.29 0; 6 20 11.29 0;
7 10 12.85 0; 8 0 0 9.5; 9 20 0 9.5; 10 0 8 9.5; 11 20 8 9.5;
12 0 11.29 9.5; 13 20 11.29 9.5; 14 10 12.85 9.5; 15 0 0 16.5;
16 20 0 16.5; 17 0 8 16.5; 18 20 8 16.5; 19 0 11.29 16.5;
20 20 11.29 16.5; 21 10 12.85 16.5; 22 0 0 23.5; 23 20 0 23.5;
24 0 8 23.5; 25 20 8 23.5; 26 0 11.29 23.5; 27 20 11.29 23.5;
28 10 12.85 23.5; 29 0 0 30.5; 30 20 0 30.5; 31 0 8 30.5; 32 20 8 30.5;
33 0 11.29 30.5; 34 20 11.29 30.5; 35 10 12.85 30.5; 36 0 0 37.5;
37 20 0 37.5; 38 0 8 37.5; 39 20 8 37.5; 40 0 11.29 37.5;
41 20 11.29 37.5; 42 10 12.85 37.5; 43 0 0 44.5; 44 20 0 44.5;
45 0 8 44.5; 46 20 8 44.5; 47 0 11.29 44.5; 48 20 11.29 44.5;
49 10 12.85 44.5; 50 0 0 51.5; 51 20 0 51.5; 52 0 8 51.5; 53 20 8 51.5;
54 0 11.29 51.5; 55 20 11.29 51.5; 56 10 12.85 51.5;
MEMBER INCIDENCES
1 1 3; 2 3 5; 3 5 7; 4 7 6; 5 6 4; 6 4 2; 7 3 10; 8 4 11; 9 5 12;
10 6 13; 11 7 14; 12 8 10; 13 10 12; 14 12 14; 15 14 13; 16 13 11;
17 11 9; 18 10 17; 19 11 18; 20 12 19; 21 13 20; 22 14 21; 23 15 17;
24 17 19; 25 19 21; 26 21 20; 27 20 18; 28 18 16; 29 17 24; 30 18 25;
31 19 26; 32 20 27; 33 21 28; 34 22 24; 35 24 26; 36 26 28; 37 28 27;
38 27 25; 39 25 23; 40 24 31; 41 25 32; 42 26 33; 43 27 34; 44 28 35;
45 29 31; 46 31 33; 47 33 35; 48 35 34; 49 34 32; 50 32 30; 51 31 38;
52 32 39; 53 33 40; 54 34 41; 55 35 42; 56 36 38; 57 38 40; 58 40 42;
59 42 41; 60 41 39; 61 39 37; 62 38 45; 63 39 46; 64 40 47; 65 41 48;
66 42 49; 67 43 45; 68 45 47; 69 47 49; 70 49 48; 71 48 46; 72 46 44;
73 45 52; 74 46 53; 75 47 54; 76 48 55; 77 49 56; 78 50 52; 79 52 54;
80 54 56; 81 56 55; 82 55 53; 83 53 51; 84 12 17; 85 19 10; 86 10 15;
87 8 17; 88 40 45; 89 47 38; 90 38 43; 91 36 45; 92 40 49; 93 42 47;
94 42 48; 95 41 49; 96 41 46; 97 39 48; 98 39 44; 99 37 46; 100 12 21;
101 14 19; 102 14 20; 103 13 21; 104 13 18; 105 11 20; 106 11 16;
107 9 18;
DEFINE MATERIAL START
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
G 7.88462e+007
END DEFINE MATERIAL
MEMBER PROPERTY
1 6 12 17 23 28 34 39 45 50 56 61 67 72 78 -
83 TAPERED 0.45 0.0094 0.45 0.2 0.00174 0.2 0.00174
2 TO 5 13 TO 16 24 TO 27 35 TO 38 46 TO 49 57 TO 60 68 TO 71 -
79 TO 82 TAPERED 0.3 0.0071 0.3 0.2 0.00107 0.2 0.00107
MEMBER PROPERTY INDIAN
9 10 20 21 31 32 42 43 53 54 64 65 75 76 TABLE ST PIP1016H
11 22 33 44 55 66 77 TABLE D ISMC225H SP 0.001
86 87 90 91 98 99 106 107 TABLE D ISMC150H SP 0.001
84 85 88 89 92 TO 97 100 TO 105 TABLE D ISMC100 SP 0.001
UNIT METER KG
MEMBER PROPERTY
7 8 18 19 29 30 40 41 51 52 62 63 73 -
74 TAPERED 0.5 0.0012 0.5 0.3 0.0012 0.3 0.0012
UNIT METER KN
SUPPORTS
1 2 8 9 15 16 22 23 29 30 36 37 43 44 50 51 FIXED
UNIT METER KG
MEMBER TENSION
84 TO 107
UNIT METER KN
DEFINE 1893 LOAD PART4
ZONE 0.1 RF 4 I 2 SS 2 ST 2 DM 0.05 PX 0.8 DT 3.1
SELFWEIGHT 1
MEMBER WEIGHT
3 4 14 15 25 26 36 37 47 48 58 59 69 70 80 81 UNI 0.0201958
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1 LIST ALL
MEMBER LOAD
14 15 25 26 36 37 47 48 58 59 69 70 UNI GY -0.6
3 4 80 81 UNI GY -0.3
LOAD 2 LOADTYPE Live REDUCIBLE TITLE LL
MEMBER LOAD
14 15 25 26 36 37 47 48 58 59 69 70 UNI GY -4.5
3 4 14 15 25 26 36 37 47 48 58 59 69 70 80 81 UNI GY -2.5
LOAD 3 LOADTYPE Wind TITLE WLL
MEMBER LOAD
12 13 23 24 34 35 45 46 56 57 67 68 UNI GX 2
16 17 27 28 38 39 49 50 60 61 71 72 UNI GX 1.7
14 25 36 47 58 69 UNI Y 4.3
15 26 37 48 59 70 UNI Y 2.3
1 2 78 79 UNI GX 1
5 6 82 83 UNI GX 0.8
3 80 UNI Y 2.1
4 81 UNI Y 1.1
LOAD 4 LOADTYPE Wind TITLE WLR
MEMBER LOAD
12 13 23 24 34 35 45 46 56 57 67 68 UNI GX -1.7
16 17 27 28 38 39 49 50 60 61 71 72 UNI GX -2
14 25 36 47 58 69 UNI Y 2.3
15 26 37 48 59 70 UNI Y 4.3
1 2 78 79 UNI GX -0.8
5 6 82 83 UNI GX -1
4 81 UNI Y 2.1
3 80 UNI Y 1.1
LOAD 8 LOADTYPE Seismic TITLE S 1
1893 LOAD X 1 DEC 1
1893 LOAD Y 1 DEC 1
LOAD COMB 5 DL+LL
1 1.0 2 1.0
LOAD COMB 6 DL+WLL
1 1.0 3 1.0
LOAD COMB 7 DL+WLR
1 1.0 4 1.0
PERFORM ANALYSIS
LOAD LIST 5 TO 7
PRINT JOINT DISPLACEMENTS LIST ALL
PRINT MEMBER FORCES LIST ALL
PRINT SUPPORT REACTION LIST 1 2 8 9 15 16 22 23 29 30 36 37 43 44 50 51
PRINT SECTION DISPL LIST ALL
PARAMETER 1
CODE INDIAN
FYLD 250000 ALL
LY 1.6 MEMB 1 TO 6 12 TO 17 23 TO 28 34 TO 39 45 TO 50 56 TO 61 67 -
68 TO 72 78 TO 83
UNL 1.6 MEMB 1 TO 6 12 TO 17 23 TO 28 34 TO 39 45 TO 50 56 TO 61 67 -
68 TO 72 78 TO 83
LZ 6 MEMB 1 TO 6 12 TO 17 23 TO 28 34 TO 39 45 TO 50 56 TO 61 -
67 TO 72 78 TO 83
BEAM 1 ALL
LY 8 MEMB 84 TO 107
UNL 8 MEMB 84 TO 107
LZ 1 MEMB 84 TO 107
CHECK CODE ALL
UNIT METER KG
PARAMETER 2
CODE INDIAN
STEEL TAKE OFF LIST ALL
PERFORM ANALYSIS PRINT ALL
UNIT METER KN
PERFORM ANALYSIS
FINISH
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Staad Pro - Moment Application and Results
Hello,
I have noticed Moment input and results are in kNm/m, can you let me know how the software operates in that respect? What is the best way to add moments to members and how should results be read?
Thanks
Hristo
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Un usual distribution of seismic load
I am designing a roof canopy structure having numerous columns with their base at different levels. After providing load information in seismic definition and generating UBC 1997 load it is found that seismic load at all the nodes is below 5 kN or so which for one node only it is showing around 300 kN which is unusual as there is no major load applied at that node location. Attached here-with is staad file.
Appreciate your help in modelling it correctly.communities.bentley.com/.../roof-canopy.STD
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STAAD Dynamic analysis result - time history (displacement, velocity, acceleration)
Hi all,
I am performing a time history analysis on a mat foundation and wondering whether there is an EASY and FASTER way to save the results from some nodes in my model.
I am using Staad.pro release 22.06.00.138
I found some old post referring to use the OpenSTAAD but after looking at the available commands. I looks like only the Displacement commands is available.
| VARIANT OSOutputUI::GetNLNodeDisplacements | ( | const VARIANT FAR & | nNodeNo, |
| const VARIANT FAR & | nLC, | ||
| const VARIANT FAR & | loadStep, | ||
| VARIANT FAR & | loadLevel, | ||
| VARIANT FAR & | pdDisps | ||
| ) |
Any idea on who I can get the velocity and acceleration ?
there is a manual (VERY TIME CONSUMING) way which is selecting either the Displacement, velocity or acceleration LAYOUT and Right Click at the graph and select SAVE TXT DATA... If I go this route, it would take me days to save and later compile the data.. basically, I would need to repeat the process 864 times, just to get the results... 9nodes x 4rotating speed x 2phases x 12outputs (d(x,y,z); v(x,y,z); a(x,y,z)) = 864 file save as ...
any other suggestion?
Thanks,
Marcelo
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Failure of Double Angles in Compression - Eurocode 3
Hi, I am having a doubt regarding design check for double angles (Eurocode 3). In STAAD a 70x70x6 British section is failing in Compression (EC check 6.3.1.1) however when we go through the code and manually calculate the capacity this is not aligned -it is much higher using manual check. The PC value shown for the double angle member is only 2kN more than a single angle section in the same situation, which doesn't really make sense. I have seen that you need to use the LEG function to choose BS5950 table for slenderness, however these clauses are not relevant since the member will be continuously welded and would need to be checked using clause 4.7.9 instead of 4.7.10 of BS5950 which are options in the LEG function.
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Bug Eurocode steel design with any other material than S235
I want to report that when using Eurocode 3 for steel design, even if I modify the steel grade to S350 (also PY and SGR) the steel considered for calculating the work ratios will still be S235.
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Global buckling - weakest column
Dear,
In the global buckling analysis (multi bay - multi story frame), how to find weakest element. Also edge columns and inner columns don't have same boundary conditions, so it is expected to have different BF and consequently different Ky and Kz factors for effective length.
Regards,
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RAM Frame - Joint Check for HSS Brace in OCBF
Hello,
In RAM Frame when running the joint check for Seismic Provisions, I get these errors associated with the joints of my OCBF frames with HSS braces, HSS columns, and wide flange beams. Is this just saying that RAM won't do a code check for these joints unless they are buckling restrained braces and so it must be done independently, or is there some requirement for buckling restrained braces that I'm missing?
Thanks,
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Why RCDC is not detecting Shearwalls? I am using RCDC 10 and walls have pier labels too.
RCDC is not detecting Shearwalls. I am using RCDC 10 and walls have pier labels too.
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HELLO, GUYS ACTUALLY I WANT TO DO A CUSTOM SECTION IN THE INDIAN COLD-FORMED PROFILE BUT FOR AISI FORMULA FOR CALCULATING IX IZ AND CZ ALL PARAMETERS IF I USE THAT FORMULA UNIT INTO MM (AISI - IS UNITS) VALUE COMING LITTLE VARIATION. KINDLY PLZ SHARE IT
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Staad Foundation Advanced improvements/problems
Hi everyone,
Right now I am having problems with the design of spread footings. Please check these two points:
- I created a job, input parameters and selected "Calculate Dimensions" for which I obtain certain footing size, obviously different for each footing on the job. To make the same I took the biggest size and change to "Set Dimension" but now, all footings fail. So the design pass when Calculate Dimensions and fail when Set Dimension.
- I incredibly hard to find the reason to fail because the output window require for me to track the mistake through thousands of results lines, without any tool to search (or I haven't found it yet) and mixing the outputs of the present run, with the previous results.
Thanks and regards.
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