I have a large model that I am using VB.NET to extract the end forces for a reporting program we have.  Using the code below it currently takes about 60.6 hours to get the start and end forces for each load case and combination load. Is there a better way?  the old VB6 method seemed faster.  It works, just seems really slow. About  2 seconds per member.

For i = 1 To pnMemberCount

Dim diff AsLong

diff = DateDiff(DateInterval.Second, startTime, Now())

eta = (((diff / i) * pnMemberCount) - diff) / 60.0

If eta > 60.0 Then

frmStatus.lblStatus.Text = "Processing member "& i & " of "& pnMemberCount & " approx "& (eta / 60.0).ToString("0.000") & " hours"

ElseIf eta < 1.0 Then

frmStatus.lblStatus.Text = "Processing member "& i & " of "& pnMemberCount

Else

frmStatus.lblStatus.Text = "Processing member "& i & " of "& pnMemberCount & " approx "& eta.ToString("0.00") & " minutes"

EndIf

frmStatus.Refresh()

For j = 1 To pnLoadCaseCount

objOpenSTAAD.Output.GetMemberEndForces(pnMemberNumbers(i - 1), 0, pnLoadCaseNumbers(j - 1), endForces)

LoadEndForce.memberNumber = pnMemberNumbers(i - 1)

LoadEndForce.loadNumber = pnLoadCaseNumbers(j - 1)

LoadEndForce.startForce = endForces(0)

 bjOpenSTAAD.Output.GetMemberEndForces(pnMemberNumbers(i - 1), 1, pnLoadCaseNumbers(j - 1), endForces)

LoadEndForce.endForce = endForces(0)

textStream.WriteLine(LoadEndForce.memberNumber.ToString() & ","& LoadEndForce.loadNumber.ToString() & ","& _

LoadEndForce.startForce.ToString("0.00") & ","& LoadEndForce.endForce.ToString("0.00"))

Next

 For j = 1 To pnLoadCombinationCount

objOpenSTAAD.Output.GetMemberEndForces(pnMemberNumbers(i - 1), 0, pnLoadCombinationNumbers(j - 1), endForces)

LoadEndForce.memberNumber = pnMemberNumbers(i - 1)

LoadEndForce.loadNumber = pnLoadCombinationNumbers(j - 1)

LoadEndForce.startForce = endForces(0)

objOpenSTAAD.Output.GetMemberEndForces(pnMemberNumbers(i - 1), 1, pnLoadCombinationNumbers(j - 1), endForces)

LoadEndForce.endForce = endForces(0)

textStream.WriteLine(LoadEndForce.memberNumber.ToString() & ","& LoadEndForce.loadNumber.ToString() & ","& _

LoadEndForce.startForce.ToString("0.00") & ","& LoadEndForce.endForce.ToString("0.00"))

Next

frmStatus.ProgressBar1.PerformStep()

frmStatus.lbl_percent.Text = Math.Floor((frmStatus.ProgressBar1.Value / frmStatus.ProgressBar1.Maximum) * 100).ToString() & "%"

frmStatus.Refresh()

Sub Trail()

Dim lGetLoadCombinationCaseCount As Long, j As Integer, lstLoadNum() As Long
Dim Start As Integer, EndlC As Integer, N As Integer, loadcas As Integer
Dim objOpenSTAAD As Object
Dim dReactionArray(6) As Double
Dim PrimaryLCs As Integer, LoadCombs As Integer, totalLoads As Integer
Dim lstLoadPrimaryNums() As Long, lstLoadCombinationNums() As Long, m As Integer
Dim NodesA As Long, supp_count As Long

Range("A42:I5000").Select
Selection.ClearContents

Set objOpenSTAAD = GetObject(, "StaadPro.OpenSTAAD")

NodeA = Cells(37, 3).Value
PrimaryLCs = objOpenSTAAD.Load.GetPrimaryLoadCaseCount
LoadCombs = objOpenSTAAD.Load.GetLoadCombinationCaseCount
totalLoads = PrimaryLCs + LoadCombs
ReDim lstLoadNum(totalLoads) As Long
ReDim lstLoadPrimaryNums(PrimaryLCs) As Long
objOpenSTAAD.Load.GetPrimaryLoadCaseNumbers lstLoadPrimaryNums
ReDim lstLoadCombinationNums(LoadCombs) As Long
objOpenSTAAD.Load.GetLoadCombinationCaseNumbers lstLoadCombinationNums

For i = 0 To PrimaryLCs - 1
    lstLoadNum(i) = lstLoadPrimaryNums(i)
'   lstLoadName(i) = objOpenSTAAD.Load.GetLoadCaseTitle(lstLoadPrimaryNums(i))
Next i

For i = PrimaryLCs To totalLoads - 1
    lstLoadNum(i) = lstLoadCombinationNums(i - PrimaryLCs)
'   lstLoadName(i + PrimaryLCs) = objOpenSTAAD.Load.GetLoadCaseTitle(lstLoadCombinationNums(i))
Next i

For i = 0 To totalLoads - 1
loadcase = lstLoadNum(i)

objOpenSTAAD.Output.GetSupportReactions NodeA, loadcase, dReactionArray

Cells(42 + i, 2).Select
Cells(42 + i, 2) = loadcase
Cells(42 + i, 1) = NodeA
For m = 0 To 5
Cells(i + 42, 3 + m).Value = dReactionArray(m)
Next m
Next i

End Sub

I have a doubt if the Staad Foundation Advanced version 7.2 works with Windows 7 (32-bit) operating system

What are the minimum requirements to install this software?

Thanks in advanced

Hello everyone, I have modeled a two-story structure and realized some irregularities when using the master slave command. When I run the analysis of the structure with the master and slave nodes I have observed the following irregularities in the post processing mode (under the tab Beam - Graphs) :

-The max moment (Mz) experienced by all the columns is the exactly the same, which shouldn't be based on the geometry of the system.

-The max axial load (Fx) on the columns are roughly the same, with some exterior columns having higher axial loads than the interior columns, which is very strange.

-The maximum node displacement is 23.614 mm (more of an observation rather than an irregularity).

When I run the model without the master slave these irregularities do not occur, but the maximum node displacement becomes significantly higher in this model (59.527mm)

Does anyone have an idea as to why these irregularities occur and how can they be fixed.

NB: The Staad editor description is below.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 14-Sep-15
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 -8.534 0 0; 2 -8.534 0 6.096; 3 -8.534 0 12.192; 5 -8.534 4.831 0;
6 -8.534 4.831 6.096; 7 -8.534 4.831 12.192; 9 -8.534 8.5 0;
10 -8.534 8.5 6.096; 11 -8.534 8.5 12.192; 12 0 0 0; 13 0 0 6.096;
14 0 0 12.192; 16 0 4.831 0; 17 0 4.831 6.096; 18 0 4.831 12.192; 20 0 8.5 0;
21 0 8.5 6.096; 22 0 8.5 12.192; 23 7.315 0 0; 24 7.315 0 6.096;
25 7.315 0 12.192; 27 7.315 4.831 0; 28 7.315 4.831 6.096;
29 7.315 4.831 12.192; 32 7.315 8.5 0; 33 7.315 8.5 6.096; 34 7.315 8.5 12.192;
36 14.63 0 0; 37 14.63 0 6.096; 38 14.63 0 12.192; 40 14.63 4.831 0;
41 14.63 4.831 6.096; 42 14.63 4.831 12.192; 45 14.63 8.5 0;
46 14.63 8.5 6.096; 47 14.63 8.5 12.192; 49 21.945 0 0; 50 21.945 0 6.096;
51 21.945 0 12.192; 52 21.945 4.831 0; 53 21.945 4.831 6.096;
54 21.945 4.831 12.192; 55 21.945 8.5 0; 56 21.945 8.5 6.096;
57 21.945 8.5 12.192; 58 29.26 0 0; 59 29.26 0 6.096; 60 29.26 0 12.192;
61 29.26 4.831 0; 62 29.26 4.831 6.096; 63 29.26 4.831 12.192; 64 29.26 8.5 0;
65 29.26 8.5 6.096; 66 29.26 8.5 12.192;
MEMBER INCIDENCES
1 1 5; 2 2 6; 3 3 7; 4 5 6; 5 6 7; 6 5 9; 7 6 10; 8 7 11; 9 9 10; 10 10 11;
11 16 5; 12 6 17; 13 7 18; 14 20 9; 15 10 21; 16 11 22; 17 12 16; 18 13 17;
19 14 18; 20 17 16; 21 18 17; 22 16 20; 23 17 21; 24 18 22; 25 21 20; 26 22 21;
27 16 27; 28 17 28; 29 29 18; 30 20 32; 31 21 33; 33 23 27; 34 24 28; 35 25 29;
36 27 28; 37 28 29; 38 27 32; 39 28 33; 40 29 34; 41 32 33; 42 33 34; 43 27 40;
44 28 41; 45 42 29; 46 32 45; 47 33 46; 48 47 34; 49 36 40; 50 37 41; 51 38 42;
52 40 41; 53 41 42; 54 40 45; 55 41 46; 56 42 47; 57 45 46; 58 46 47; 59 40 52;
60 41 53; 61 54 42; 63 46 56; 64 57 47; 65 49 52; 66 50 53; 67 51 54; 68 52 53;
69 53 54; 70 52 55; 71 53 56; 72 54 57; 73 55 56; 74 56 57; 75 52 61; 76 53 62;
77 63 54; 78 55 64; 79 56 65; 80 66 57; 81 58 61; 82 59 62; 83 60 63; 84 61 62;
85 62 63; 86 61 64; 87 62 65; 88 63 66; 89 64 65; 90 65 66;
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
MEMBER PROPERTY AMERICAN
1 TO 3 6 TO 8 17 TO 19 22 TO 24 33 TO 35 38 TO 40 49 TO 51 54 TO 56 -
65 TO 67 70 TO 72 81 TO 83 86 TO 88 PRIS YD 0.45 ZD 0.45
4 5 9 TO 16 20 21 25 TO 31 36 37 41 TO 48 52 53 57 TO 61 63 64 68 69 -
73 TO 80 84 85 89 90 PRIS YD 0.5 ZD 0.45
CONSTANTS
MATERIAL CONCRETE ALL
MEMBER CRACKED
1 TO 3 6 TO 8 17 TO 19 22 TO 24 33 TO 35 38 TO 40 49 TO 51 54 TO 56 -
65 TO 67 70 TO 72 81 TO 83 86 TO 87 -
88 REDUCTION RAX 0.700000 RIX 0.700000 RIY 0.700000 RIZ 0.700000
4 5 9 TO 16 20 21 25 TO 31 36 37 41 TO 48 52 53 57 TO 61 63 64 68 69 -
73 TO 80 84 85 89 -
90 REDUCTION RAX 0.350000 RIX 0.350000 RIY 0.350000 RIZ 0.350000
SUPPORTS
1 TO 3 12 TO 14 23 TO 25 36 TO 38 49 TO 51 58 TO 60 FIXED
SLAVE RIGID MASTER 63 JOINT 5 TO 7 16 TO 18 27 TO 29 40 TO 42 52 TO 54 61 62
SLAVE RIGID MASTER 66 JOINT 9 TO 11 20 TO 22 32 TO 34 45 TO 47 55 TO 57 64 65
DEFINE IBC 2012
SS 1.1 S1 0.375 I 1.5 RX 8 RZ 8 SCLASS 4 CT 0.0466 PX 0.2943 PZ 0.2943 TL 12 -
FA 1.06 FV 1.65 K 0.9
SELFWEIGHT 1
MEMBER WEIGHT
4 5 9 10 84 85 89 90 UNI 20.21
11 13 14 16 UNI 23.14
12 15 UNI 30.13
20 25 36 41 53 58 69 74 UNI 23.44
44 47 76 79 UNI 27.34
27 29 30 61 64 77 80 UNI 21.92
43 46 75 78 UNI 25.52
45 48 UNI 27.59
28 31 60 63 UNI 37.29
21 26 37 42 52 57 68 73 UNI 33.39
59 UNI 11.99
LOAD 1 LOADTYPE Seismic TITLE EQ +X
IBC LOAD X 1 DEC 0 ACC 0
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 2 LOADTYPE Seismic TITLE EQ -X
IBC LOAD X -1 DEC 0 ACC 0
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 3 LOADTYPE Seismic TITLE EQ +Z
IBC LOAD Z 1 DEC 0 ACC 0
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 4 LOADTYPE Seismic TITLE EQ -Z
IBC LOAD Z -1 DEC 0 ACC 0
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 5 LOADTYPE Dead TITLE DEAD LOAD
MEMBER LOAD
4 5 9 10 84 85 89 90 UNI GY -20.21
11 13 14 16 UNI GY -23.14
12 15 UNI GY -30.13
20 25 36 41 53 58 69 74 UNI GY -23.44
44 47 76 79 UNI GY -27.34
27 29 30 61 64 77 80 UNI GY -21.92
43 46 75 78 UNI GY -25.52
45 48 UNI GY -27.59
28 31 60 63 UNI GY -37.29
21 26 37 42 52 57 68 73 UNI GY -33.39
59 UNI GY -11.99
SELFWEIGHT Y -1
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 6 LOADTYPE Live REDUCIBLE TITLE LIVE LOAD
MEMBER LOAD
4 5 9 10 84 85 89 90 UNI GY -3.66
11 13 14 16 UNI GY -7.51
12 15 UNI GY -15.01
27 29 30 59 61 64 77 80 UNI GY -6.81
43 46 75 78 UNI GY -7.69
20 21 25 26 36 37 41 42 52 53 57 58 68 69 73 74 UNI GY -7.32
28 31 44 47 60 63 76 79 UNI GY -13.62
45 48 UNI GY -9.63
PDELTA ANALYSIS SMALLDELTA PRINT LOAD DATA
CHANGE
LOAD 17 LOADTYPE None TITLE 1.4DL
REPEAT LOAD
5 1.4
LOAD 18 LOADTYPE None TITLE 1.2DL + 1.6LL
REPEAT LOAD
5 1.2 6 1.6
LOAD 19 LOADTYPE None TITLE 1.2DL + 0.5LL
REPEAT LOAD
5 1.2 6 0.5
LOAD 20 LOADTYPE None TITLE 1.2DL + 1EQ+X + 0.5LL
REPEAT LOAD
5 1.2 6 0.5 1 1.0
LOAD 21 LOADTYPE None TITLE 1.2DL + 1EQ-X + 0.5LL
REPEAT LOAD
2 1.0 5 1.2 6 0.5
LOAD 22 LOADTYPE None TITLE 1.2DL + 1EQ+Z + 0.5LL
REPEAT LOAD
3 1.0 5 1.2 6 0.5
LOAD 23 LOADTYPE None TITLE 1.2DL + 1EQ-Z + 0.5LL
REPEAT LOAD
4 1.0 5 1.2 6 0.5
LOAD 24 LOADTYPE None TITLE 0.9DL + 1EQ+X
REPEAT LOAD
1 1.0 5 0.9
LOAD 25 LOADTYPE None TITLE 0.9DL + 1EQ-X
REPEAT LOAD
2 1.0 5 0.9
LOAD 26 LOADTYPE None TITLE 0.9DL + 1EQ+Z
REPEAT LOAD
3 1.0 5 0.9
LOAD 27 LOADTYPE None TITLE 0.9DL + 1EQ-Z
REPEAT LOAD
4 1.0 5 0.9
PDELTA 30 ANALYSIS SMALLDELTA
CHANGE
PERFORM ANALYSIS PRINT ALL
START CONCRETE DESIGN
CODE ACI
MAXMAIN 25 ALL
MINMAIN 25 ALL
MINSEC 10 ALL
RHOMN 0.01 MEMB 1 TO 3 6 TO 8 17 TO 19 22 TO 24 33 TO 35 38 TO 40 49 TO 51 -
54 TO 56 65 TO 67 70 TO 72 81 TO 83 86 TO 88
DESIGN BEAM 4 5 9 TO 16 20 21 25 TO 31 36 37 41 TO 48 52 53 57 TO 61 63 64 -
68 69 73 TO 80 84 85 89 90
DESIGN COLUMN 1 TO 3 6 TO 8 17 TO 19 22 TO 24 33 TO 35 38 TO 40 49 TO 51 54 -
55 TO 56 65 TO 67 70 TO 72 81 TO 83 86 TO 88
MINMAIN 32 ALL
END CONCRETE DESIGN
PRINT STORY DRIFT 0.010000
FINISH

Hi, 

I have exported a designed floor plan from RAM Structural System to a .dxf file then I have imported that same .dxf file into RAM Structural System. I run Data Validation and receive no error messages. 

When I attempt to apply a slab to the perimeter of this floor plan, I get an error saying, "Internal Error in PutNodeInList" and the Modeler closes. Has anyone ever seen this before? Do you know what might be causing this to occur?

The reason for exporting/importing is that my floor plate has several cantilevers which need to be adjusted and rather than doing it manual in RAM (a very tedious process), I am attempting to tweak then in .dxf form in AutoCAD then import into RAM for design. 

Any help is much appreciated! I have looked through the forums and can't find an answer to this particular error message. 

Thanks!

Victoria

I have a question about how to set-up the design parameters to accurately check the top chord deflection of a pitched truss.  The high-point of the truss occurs at the midpoint between the two support columns. 

For a flat truss, I would normally define the top chord  DJ1 and DJ2 as the two column support nodes.  However, for a pitched truss, is it still appropriate to define DJ1 and DJ2 as the column support nodes?  Or would I define DJ1 at the column + DJ2 at the high point of the truss, and DJ1 at the high point of the truss + DJ2 at the other column?

Thank you for any clarification that can be offered!! 

I have 16" concrete shear walls, 14 stories tall. The building is not in a high siesmic region, although we are designing the walls with boundry elements. I have gone through and applied reinforcemtn manually, including the specified boundry regions, the corners of the shear walls. When I go into the view/update dialog>boundary elements>tie/link design...it lists the specified ties and spacing where I specified the boundary elements to be along with spacing below maximum. Although in the boundary elements>extents tab I am not getting any extent evaluations for my section cuts...and I get design warnings along with that, saying "Layeral ties are required to confine vert reinf per 14.3.6" and "max spacing of vert ties per 7.10.5.2". I get these warnings for all of my horizontal section cuts. What is causing these warnings?

Hello everyone, how do I add a column on a beam at midspan on RAM SS?

Thanks

Hi I have a basement slab which is going to support a car park. The basement slab is going to be supported by pile caps. Along the perimeter of the there is a sheet pile wall to mimic this I gave a line support on all sides of the Ram Concept model. I want to know how much the line load coming to these line supports. How can I find that? Please let me know. Thank you

I have a cantilever w-shape beam that occurs at an HSS column.  Does Ram Connection address this?

TIA!

I've been trying to figure out what data is presented in the output - data - joint list option.

I have a small building modeled with all beam connections defined with strong and weak axis moments hinged. When I select any number of beams and create this output report, it only provides results for one end of each beam, and those results often erroneously list the connection as being "fixed" despite the hinges defined within the model.

It's also interesting to note that the report is entitled, "Steel Connections" rather than "Joint List"

I couldn't find anything in the user documentation.

Can anyone explain what information is being conveyed in this report, why it only reports on one end of every beam, and why it lists some elements as being "fixed" despite the hinges that are defined within the model?

Thanks in advance.

Hi, I have modeled RC wall attached to steel structure.   When analysis, I got error on problem processing surface with nos of incidence.  I attached the model.  Can someone assist me in this.  Appreciate so much for your help.http://goo.gl/PqTxGe

I am using Indian code but after giving property when i check in staad editor it is showing American Property.As per IS456 minimum percentage of steel reinforcement for column is 0.8 % but in design result it takes 0.5% of steel reinforcement and showing pass , how is it possible? Sometimes total axial load value is negative.

What could be the probable solution.

I need held regarding the following:

Model details:

Slab (plate elements) resting on beam (member) on one long side only. Supports; fixed at both ends.

Slab size: 4m x 2m x 1m; Mesh size 0.2m x 0.2m

Beam length: 4m (split in to size of 0.2m length), Section size 200mm x 200mm

Load: Self wt of slab only

Problem:

The support reactions and the beam end forces do not match at the supported nodes.

Thanks.

I have an RCC structure with different concrete material properties.

Hence, I have modeled the same.And STAAD warnings "Warning. Varied materials assigned to members with same section property".

It also has some Steel sections; but it doesn't warning over it. and warning does not describe which particular members have problem.

I am also attaching the STAAD file and a .UPT (Please visit the site to view this file)for that.

kindly advice on property asiignment

Please see STAAD input command below. I try to change DFF parameter in any value (not 0) but the result still show all member pass all code check.

Please verify if I'm wrong...

Best regard.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 06-Feb-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KG
JOINT COORDINATES
1 0 5 0; 2 10 5 0; 3 0 4.91 1.7; 4 10 4.91 1.7; 5 0 4.93656 1.19832;
6 10 4.93656 1.19832; 7 0 3.8 0; 8 10 3.8 0; 9 0 4.99207 0.14979;
10 10 4.99207 0.14979; 11 0 4.9511 0.923706; 12 10 4.9511 0.923706;
MEMBER INCIDENCES
1 1 9; 2 2 10; 3 3 4; 4 5 3; 5 6 4; 6 7 5; 7 8 6; 8 9 11; 9 10 12; 10 9 10;
11 11 5; 12 12 6; 13 11 12;
START GROUP DEFINITION
FLOOR
_CP1 3 TO 5 8 TO 13
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.09042e+010
POISSON 0.3
DENSITY 7833.41
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 2.58192e+007 FU 4.1584e+007 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY JAPANESE
1 2 4 5 8 9 11 12 TABLE ST C150X75X9
3 10 13 TABLE ST RHS150X75X2.3
6 7 TABLE ST C100X50X5
CONSTANTS
BETA 180 MEMB 2 5 7 9 12
MATERIAL STEEL ALL
SUPPORTS
1 2 7 8 PINNED
LOAD 1 LOADTYPE None TITLE DL
SELFWEIGHT Y -1
FLOOR LOAD
_CP1 FLOAD -10 GY
LOAD 2 LOADTYPE None TITLE LR
FLOOR LOAD
_CP1 FLOAD -30 GY
LOAD 3 LOADTYPE None TITLE WX
FLOOR LOAD
_CP1 FLOAD 50 GY
LOAD 4 LOADTYPE None TITLE WZ
FLOOR LOAD
_CP1 FLOAD 70 GY
LOAD COMB 101 DL+LR
1 1.0 2 1.0
LOAD COMB 102 DL+0.75[LR+WX]
1 1.0 2 0.75 3 0.75
LOAD COMB 103 DL+0.75[LR+WZ]
1 1.0 2 0.75 4 0.75
LOAD COMB 104 DL+WX
1 1.0 3 1.0
LOAD COMB 105 DL+WZ
1 1.0 4 1.0
LOAD COMB 106 0.6DL+WX
1 0.6 3 1.0
LOAD COMB 107 0.6DL+WZ
1 0.6 4 1.0
PERFORM ANALYSIS
LOAD LIST 101 TO 107
PARAMETER 1
CODE AISC UNIFIED 2005
METHOD ASD
MAIN 1 MEMB 3 10 13
TMAIN 1 MEMB 3 10 13
*LY 5 MEMB 3 10 13
DFF 1000 MEMB 3 10 13
DJ1 9 MEMB 10
DJ2 12 MEMB 10
CHECK CODE ALL
FINISH

i am attaching my staad file, please anybody tell me why the columns in the middle, gets failed when i increase the size of column web, but when i decrease the size it shows the result as passed.

kindly help.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 28-Jan-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 29 0 0; 3 0 8.95 0; 4 0 3 0; 5 29 3 0; 6 29 7.5 0; 7 5.35 0 0;
8 11.45 0 0; 9 17.55 0 0; 10 23.65 0 0; 11 5.35331 8.68233 0;
12 11.4557 8.37722 0; 13 17.5581 8.0721 0; 14 23.6604 7.76698 0; 15 5.35 3 0;
16 11.45 3 0; 17 17.55 3 0; 18 23.65 3 0; 25 0 0 -8.357; 26 29 0 -8.357;
27 0 8.95 -8.357; 28 0 3 -8.357; 29 29 3 -8.357; 30 29 7.5 -8.357;
37 0 0 -16.714; 38 29 0 -16.714; 39 0 8.95 -16.714; 40 0 3 -16.714;
41 29 3 -16.714; 42 29 7.5 -16.714; 49 0 0 -25.071; 50 29 0 -25.071;
51 0 8.95 -25.071; 52 0 3 -25.071; 53 29 3 -25.071; 54 29 7.5 -25.071;
61 0 0 -32.814; 62 29 0 -32.814; 63 0 8.95 -32.814; 64 0 3 -32.814;
65 29 3 -32.814; 66 29 7.5 -32.814; 73 0 0 -40.557; 74 29 0 -40.557;
75 0 8.95 -40.557; 76 0 3 -40.557; 77 29 3 -40.557; 78 29 7.5 -40.557;
85 0 0 -48.3; 86 29 0 -48.3; 87 0 8.95 -48.3; 88 0 3 -48.3; 89 29 3 -48.3;
90 29 7.5 -48.3; 91 5.35331 8.68233 -48.3; 92 11.4557 8.37722 -48.3;
93 17.5581 8.0721 -48.3; 94 23.6604 7.76698 -48.3; 97 5.35 0 -48.3;
98 11.45 0 -48.3; 99 17.55 0 -48.3; 100 23.65 0 -48.3; 101 5.35 3 -48.3;
102 11.45 3 -48.3; 103 17.55 3 -48.3; 104 23.65 3 -48.3;
114 14.5 8.225 -40.557; 115 14.5 8.225 -32.814; 116 14.5 8.225 -25.071;
117 14.5 8.225 -16.714; 118 14.5 8.225 -8.357; 119 14.5 0 -8.357;
120 14.5 0 -16.714; 121 14.5 0 -25.071; 122 14.5 0 -32.814; 123 14.5 0 -40.557;
124 14.5019 8.22491 -48.3; 125 14.5019 8.22491 0; 126 11.4557 8.37722 -8.357;
127 11.4557 8.37722 -40.557; 128 11.4557 8.37722 -32.814;
129 11.4557 8.37722 -25.071; 130 11.4557 8.37722 -16.714;
131 17.5562 8.07219 -40.557; 132 17.5562 8.07219 -32.814;
133 17.5562 8.07219 -25.071; 134 17.5562 8.07219 -16.714;
135 17.5562 8.07219 -8.357; 136 5.35331 8.68233 -8.357;
137 5.35331 8.68233 -40.557; 138 5.35331 8.68233 -32.814;
139 5.35331 8.68233 -25.071; 140 5.35331 8.68233 -16.714;
141 23.6586 7.76707 -40.557; 142 23.6586 7.76707 -32.814;
143 23.6586 7.76707 -25.071; 144 23.6586 7.76707 -16.714;
145 23.6586 7.76707 -8.357; 146 2.67666 8.81617 -36.6855;
147 8.4045 8.52977 -36.6855; 148 14.5059 8.2247 -36.6855;
149 20.6074 7.91963 -36.6855; 150 26.3293 7.63354 -36.6855;
151 0 5.975 -12.5355; 152 2.67666 8.81617 -12.5355;
153 8.4045 8.52977 -12.5355; 154 14.5059 8.2247 -12.5355;
155 20.6074 7.91963 -12.5355; 156 26.3293 7.63354 -12.5355;
157 29 5.25 -12.5355; 158 0 5.975 -36.6855; 159 29 5.25 -36.6855; 160 29 4.5 0;
161 29 4.5 -8.357; 162 29 4.5 -16.714; 163 29 4.5 -25.071; 164 29 4.5 -32.814;
165 29 4.5 -40.557; 166 29 4.5 -48.3; 167 31.4 4.5 0; 168 31.4 4.5 -8.357;
169 31.4 4.5 -16.714; 170 31.4 4.5 -25.071; 171 31.4 4.5 -32.814;
172 31.4 4.5 -40.557; 173 31.4 4.5 -48.3; 174 0 1.5 -36.6855;
175 0 1.5 -12.5355; 176 29 1.5 -12.5355; 177 29 1.5 -36.6855;
178 2.67666 8.81616 -25.071; 179 2.67666 8.81616 -40.557;
180 2.67666 8.81616 -32.814; 181 2.67666 8.81616 -16.714;
182 2.67666 8.81616 -8.357; 183 26.3293 7.63353 -40.557;
184 26.3293 7.63353 -32.814; 185 26.3293 7.63353 -25.071;
186 26.3293 7.63353 -16.714; 187 26.3293 7.63353 -8.357;
188 8.64919 8.51754 -8.357; 189 8.64919 8.51754 -16.714;
190 8.64919 8.51754 -25.071; 191 8.64919 8.51754 -32.814;
192 8.64919 8.51754 -40.557; 193 20.3627 7.93186 -40.557;
194 20.3627 7.93186 -32.814; 195 20.3627 7.93186 -25.071;
196 20.3627 7.93186 -16.714; 197 20.3627 7.93186 -8.357;
MEMBER INCIDENCES
1 1 4; 2 4 3; 3 2 5; 4 5 160; 5 3 11; 6 11 12; 7 12 125; 8 13 14; 9 14 6;
10 7 15; 11 11 15; 12 12 16; 13 16 8; 14 13 17; 15 17 9; 16 14 18; 17 18 10;
24 25 28; 25 28 27; 26 26 29; 27 29 161; 35 37 40; 36 40 39; 37 38 41;
38 41 162; 46 49 52; 47 52 51; 48 50 53; 49 53 163; 57 61 64; 58 64 63;
59 62 65; 60 65 164; 68 73 76; 69 76 75; 70 74 77; 71 77 165; 79 85 88;
80 88 87; 81 86 89; 82 89 166; 83 87 91; 84 91 92; 85 92 124; 86 93 94;
87 94 90; 90 97 101; 91 91 101; 92 92 102; 93 102 98; 94 93 103; 95 103 99;
96 94 104; 97 104 100; 102 75 179; 103 63 180; 104 51 178; 105 39 181;
106 27 182; 107 87 75; 108 75 63; 109 63 51; 110 51 39; 111 39 27; 112 27 3;
113 90 78; 114 78 66; 115 66 54; 116 54 42; 117 42 30; 118 30 6; 119 131 114;
120 132 115; 121 133 116; 122 134 117; 123 135 118; 124 114 123; 125 115 122;
126 116 121; 127 117 120; 128 118 119; 134 124 93; 135 125 13; 136 126 118;
137 127 114; 138 128 115; 139 129 116; 140 130 117; 141 141 193; 142 142 194;
143 143 195; 144 144 196; 145 145 197; 146 136 188; 147 137 192; 148 138 191;
149 139 190; 150 140 189; 151 78 183; 152 66 184; 153 54 185; 154 42 186;
155 30 187; 156 75 146; 157 137 147; 160 127 148; 161 131 149; 162 141 150;
163 146 138; 164 147 128; 165 148 132; 166 149 142; 167 150 66; 168 63 146;
169 137 146; 170 138 147; 171 147 127; 172 128 148; 173 148 131; 174 132 149;
175 149 141; 176 142 150; 177 150 78; 198 75 158; 199 39 151; 200 39 152;
201 140 153; 202 130 154; 203 134 155; 204 144 156; 205 42 157; 206 151 28;
207 152 136; 208 153 126; 209 154 135; 210 155 145; 211 156 30; 212 157 29;
213 40 151; 214 151 27; 215 27 152; 216 140 152; 217 136 153; 218 153 130;
219 126 154; 220 134 154; 221 135 155; 222 144 155; 223 145 156; 224 156 42;
225 78 159; 226 158 64; 227 159 65; 228 76 158; 229 158 63; 230 77 159;
231 159 66; 232 30 157; 233 157 41; 234 137 91; 235 137 138; 236 92 127;
237 127 128; 238 93 131; 239 131 132; 240 94 141; 241 141 142; 242 140 136;
243 136 11; 244 130 126; 245 126 12; 246 134 135; 247 135 13; 248 144 145;
249 145 14; 250 160 6; 251 161 30; 252 162 42; 253 163 54; 254 164 66;
255 165 78; 256 166 90; 257 160 167; 258 161 168; 259 162 169; 260 163 170;
261 164 171; 262 165 172; 263 166 173; 264 76 174; 265 40 175; 266 29 176;
267 65 177; 268 174 61; 269 175 25; 270 176 38; 271 177 74; 272 26 176;
273 176 41; 274 62 177; 275 177 77; 276 73 174; 277 174 64; 278 37 175;
279 175 28; 280 138 139; 281 139 140; 282 128 129; 283 129 130; 284 132 133;
285 133 134; 286 142 143; 287 143 144; 288 178 139; 289 179 137; 290 180 138;
291 181 140; 292 182 136; 293 183 141; 294 184 142; 295 185 143; 296 186 144;
297 187 145; 298 188 126; 299 189 130; 300 190 129; 301 191 128; 302 192 127;
303 193 131; 304 194 132; 305 195 133; 306 196 134; 307 197 135;
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
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 AMERICAN
24 26 35 37 46 48 57 59 68 70 TAPERED 0.55 0.004 0.55 0.2 0.006 0.2 0.006
25 36 47 58 69 TAPERED 0.55 0.004 0.55 0.2 0.006 0.2 0.006
124 TO 128 TAPERED 0.2 0.004 0.2 0.2 0.008 0.2 0.008
10 13 15 17 90 93 95 97 TAPERED 0.34 0.004 0.34 0.15 0.006 0.15 0.006
11 12 14 16 91 92 94 96 TAPERED 0.34 0.004 0.34 0.15 0.006 0.15 0.006
1 3 79 81 TAPERED 0.34 0.004 0.34 0.16 0.006 0.16 0.006
2 4 80 82 250 256 TAPERED 0.34 0.004 0.34 0.16 0.006 0.16 0.006
119 TO 123 136 TO 140 TAPERED 0.389 0.005 0.6 0.2 0.008 0.2 0.008
5 TO 9 83 TO 87 134 135 TAPERED 0.3 0.004 0.3 0.15 0.006 0.15 0.006
107 TO 118 234 TO 249 280 TO 287 PRIS ROUND STA 0.095 END 0.095 THI 0.0024
MEMBER PROPERTY INDIAN
198 199 205 206 212 TO 214 225 TO 233 264 TO 279 TABLE SD ISA40X40X5
MEMBER PROPERTY INDIAN
156 157 160 TO 177 200 TO 204 207 TO 211 215 TO 224 PRIS YD 0.016
MEMBER PROPERTY INDIAN
251 TO 255 TAPERED 0.55 0.004 0.55 0.2 0.006 0.2 0.006
27 38 49 60 71 TAPERED 0.55 0.004 0.55 0.2 0.006 0.2 0.006
257 TO 263 TAPERED 0.35 0.004 0.15 0.15 0.006 0.15 0.006
MEMBER PROPERTY AMERICAN
288 TO 297 TAPERED 0.3 0.004 0.45 0.2 0.006 0.2 0.006
102 TO 106 151 TO 155 TAPERED 0.5 0.004 0.3 0.2 0.006 0.2 0.006
298 TO 307 TAPERED 0.3 0.004 0.389 0.2 0.006 0.2 0.006
141 TO 150 TAPERED 0.45 0.004 0.3 0.2 0.006 0.2 0.006
CONSTANTS
BETA 90 MEMB 10 TO 17 90 TO 97
MATERIAL STEEL ALL
SUPPORTS
7 TO 10 97 TO 100 119 TO 123 PINNED
1 2 25 26 37 38 49 50 61 62 73 74 85 86 FIXED
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1
MEMBER LOAD
25 27 36 38 47 49 58 60 69 71 102 TO 106 119 TO 123 136 TO 155 251 TO 255 -
257 TO 263 288 TO 307 UNI GY -0.92
2 4 TO 9 11 12 14 16 80 82 TO 87 91 92 94 96 134 135 250 256 UNI GY -0.46
LOAD 2 LOADTYPE Live REDUCIBLE TITLE LL
MEMBER LOAD
102 TO 106 119 TO 123 136 TO 155 257 TO 263 288 TO 307 UNI GY -4.84
5 TO 9 83 TO 87 134 135 UNI GY -2.42
LOAD 3 LOADTYPE Wind TITLE WL 0 (IP)
MEMBER LOAD
102 TO 106 136 TO 140 146 TO 150 288 TO 292 298 TO 302 UNI GY 10.98
119 TO 123 141 TO 145 151 TO 155 293 TO 297 303 TO 307 UNI GY 7.32
5 TO 7 83 TO 85 UNI GY 5.49
8 9 86 87 134 135 UNI GY 3.66
25 36 47 58 69 UNI GX 1.46
2 80 UNI GX 0.73
27 38 49 60 71 251 TO 255 UNI GX 5.49
4 82 250 256 UNI GX 2.745
91 92 94 96 UNI GZ -8.05
11 12 14 16 UNI GZ 8.05
LOAD 4 LOADTYPE Wind TITLE WL 0 (IS)
MEMBER LOAD
102 TO 106 136 TO 140 146 TO 150 288 TO 292 298 TO 302 UNI GY 3.66
5 TO 7 83 TO 85 UNI GY 1.83
25 36 47 58 69 UNI GX 8.78
2 80 UNI GX 4.39
27 38 49 60 71 251 TO 255 UNI GX -1.83
4 82 250 256 UNI GX -0.915
91 92 94 96 UNI GZ -0.73
11 12 14 16 UNI GZ 0.73
LOAD 5 LOADTYPE Wind TITLE WL 90 (IP)
MEMBER LOAD
102 TO 106 136 TO 140 146 TO 150 288 TO 292 298 TO 302 UNI GY 10.98
5 TO 7 83 TO 85 UNI GY 5.49
119 TO 123 141 TO 145 151 TO 155 293 TO 297 303 TO 307 UNI GY 7.32
8 9 86 87 134 135 UNI GY 3.66
25 36 47 58 69 UNI GX -7.32
2 80 UNI GX -3.66
27 38 49 60 71 251 TO 255 UNI GX 7.32
4 82 250 256 UNI GX 3.66
91 92 94 96 UNI GZ 1.46
11 12 14 16 UNI GZ 4.39
LOAD 6 LOADTYPE Wind TITLE WL 90 (IS)
MEMBER LOAD
102 TO 106 136 TO 140 146 TO 150 288 TO 292 298 TO 302 UNI GY 3.66
5 TO 7 83 TO 85 UNI GY 1.83
LOAD 7 LOADTYPE Wind TITLE WL 180 (IP)
MEMBER LOAD
102 TO 106 136 TO 140 146 TO 150 288 TO 292 298 TO 302 UNI GY 7.32
5 TO 7 83 TO 85 UNI GY 3.66
119 TO 123 141 TO 145 151 TO 155 293 TO 297 303 TO 307 UNI GY 10.98
8 9 86 87 134 135 UNI GY 5.49
25 36 47 58 69 UNI GX -5.49
2 80 UNI GX -2.745
27 38 49 60 71 251 TO 255 UNI GX -1.46
4 82 250 256 UNI GX -0.73
LOAD 8 LOADTYPE Wind TITLE WL 180 (IS)
MEMBER LOAD
119 TO 123 141 TO 145 151 TO 155 293 TO 297 303 TO 307 UNI GY 3.66
7 TO 9 86 87 134 135 UNI GY 1.83
27 38 49 60 71 251 TO 255 UNI GX -8.78
4 82 250 256 UNI GX -4.39
25 36 47 58 69 UNI GX 1.83
2 80 UNI GX 0.915
LOAD 9 LOADTYPE Wind TITLE WL 270 (IP)
MEMBER LOAD
11 12 14 16 UNI GZ -4.39
91 92 94 96 UNI GZ -1.46
LOAD 10 LOADTYPE Wind TITLE WL 270 (IS)
MEMBER LOAD
11 12 14 16 UNI GZ -2.92
91 92 94 96 UNI GZ 8.78
********** STRENGTH CRITERIA **********
LOAD COMB 11 DL+LL
1 1.0 2 1.0
LOAD COMB 12 0.75(DL+LL+WL 0 (IP))
1 0.75 2 0.75 3 0.75
LOAD COMB 13 0.75(DL+LL+WL 0 (IS))
1 0.75 2 0.75 4 0.75
LOAD COMB 14 0.75(DL+LL+WL 90 (IP))
1 0.75 2 0.75 5 0.75
LOAD COMB 15 0.75(DL+LL+WL 90 (IS))
1 0.75 2 0.75 6 0.75
LOAD COMB 16 0.75(DL+LL+WL180 (IP))
1 0.75 2 0.75 7 0.75
LOAD COMB 17 0.75(DL+LL+WL 180 (IS))
1 0.75 2 0.75 8 0.75
LOAD COMB 18 0.75(DL+LL+WL 270 (IP))
1 0.75 9 0.75
LOAD COMB 19 0.75(DL+LL+WL 270 (IS))
1 0.75 2 0.75 10 0.75
LOAD COMB 20 0.75(DL+WL 0 (IP))
1 0.75 3 0.75
LOAD COMB 21 0.75(DL+WL 0 (IS))
1 0.75 4 0.75
LOAD COMB 22 0.75(DL+WL 90 (IP))
1 0.75 5 0.75
LOAD COMB 23 0.75(DL+WL 90 (IS))
1 0.75 6 0.75
LOAD COMB 24 0.75(DL+WL 180 (IS))
1 0.75 8 0.75
LOAD COMB 25 0.75(DL+WL 180 (IP))
1 0.75 7 0.75
LOAD COMB 26 0.75(DL+WL 270 (IS))
1 0.75 10 0.75
LOAD COMB 27 0.75(DL+WL 270 (IP))
1 0.75 9 0.75
********** SERVICEABILITY CRITERIA **********
LOAD COMB 28 DL+LL
1 1.0 2 1.0
LOAD COMB 29 DL+WL 0 (IP)
1 1.0 3 1.0
LOAD COMB 30 DL+WL 0 (IS)
1 1.0 4 1.0
LOAD COMB 31 DL+WL 90 (IP)
1 1.0 5 1.0
LOAD COMB 32 DL+WL 90 (IS)
1 1.0 6 1.0
LOAD COMB 33 DL+WL 180 (IP)
1 1.0 7 1.0
LOAD COMB 34 DL+WL 180 (IS)
1 1.0 8 1.0
LOAD COMB 35 DL+WL 270 (IP)
1 1.0 9 1.0
LOAD COMB 36 DL+WL 270 (IS)
1 1.0 10 1.0
LOAD COMB 37 DL+0.8(LL+WL 0 (IP))
1 1.0 2 0.8 3 0.8
LOAD COMB 38 DL+0.8(LL+WL 0 (IS))
1 1.0 2 0.8 4 0.8
LOAD COMB 39 DL+0.8(LL+WL 90 (IP))
1 1.0 2 0.8 5 0.8
LOAD COMB 40 DL+0.8(LL+WL 90 (IS))
1 1.0 2 0.8 6 0.8
LOAD COMB 41 DL+0.8(LL+WL 180 (IP))
1 1.0 2 0.8 7 0.8
LOAD COMB 42 DL+0.8(LL+WL 180 (IS))
1 1.0 2 0.8 8 0.8
LOAD COMB 43 DL+0.8(LL+WL 270 (IP))
1 1.0 2 0.8 9 0.8
LOAD COMB 44 DL+0.8(LL+WL 270 (IS))
1 1.0 2 0.8 10 0.8
PERFORM ANALYSIS
LOAD LIST 11 TO 44
PARAMETER 1
CODE AISC
FYLD 345000 MEMB 1 TO 17 24 TO 27 35 TO 38 46 TO 49 57 TO 60 68 TO 71 -
79 TO 87 90 TO 97 102 TO 128 134 TO 157 160 TO 177 198 TO 279 288 TO 307
LY 1.5 MEMB 2 4 TO 9 11 12 14 16 25 27 36 38 47 49 58 60 69 71 80 82 TO 87 -
91 92 94 96 102 TO 106 119 TO 123 134 TO 155 250 TO 263 288 TO 307
LZ 8.95 MEMB 1 2 24 25 35 36 46 47 57 58 68 69 79 80
LZ 8.68 MEMB 10 11 90 91
LZ 8.38 MEMB 12 13 92 93
LZ 8.07 MEMB 14 15 94 95
LZ 7.77 MEMB 16 17 96 97
LZ 7.5 MEMB 3 4 26 27 37 38 48 49 59 60 70 71 81 82 250 TO 256
UNB 1.5 MEMB 2 4 TO 9 11 12 14 16 25 27 36 38 47 49 58 60 69 71 80 82 TO 87 -
91 92 94 96 102 TO 106 119 TO 123 134 TO 155 250 TO 263 288 TO 307
UNT 1.5 MEMB 2 4 TO 9 11 12 14 16 25 27 36 38 47 49 58 60 69 71 80 82 TO 87 -
91 92 94 96 102 TO 106 119 TO 123 134 TO 155 250 TO 263 288 TO 307
STIFF 1.5 MEMB 1 TO 17 24 TO 27 35 TO 38 46 TO 49 57 TO 60 68 TO 71 -
79 TO 87 90 TO 97 102 TO 106 119 TO 128 134 TO 155 250 TO 263 288 TO 307
CHECK CODE MEMB 1 TO 17 24 TO 27 35 TO 38 46 TO 49 57 TO 60 68 TO 71 -
79 TO 87 90 TO 97 102 TO 106 119 TO 128 134 TO 155 250 TO 263 288 TO 307
PARAMETER 2
CODE AISC
STEEL TAKE OFF LIST 1 TO 17 24 TO 27 35 TO 38 46 TO 49 57 TO 60 68 TO 71 79 -
80 TO 87 90 TO 97 102 TO 128 134 TO 157 160 TO 177 198 TO 233 250 TO 279 288 -
289 TO 307
FINISH

Any body please tell me that which american code is to be used for the design of the steel industrial shed.

AISC ASD

AISC LRFD

AISC 360-05.

also, what are the differences between these codes.

i am going through to a problem, that when i used AISC ASD my structure gets failed, but when i use the AISC LRFD the structure gets designed.So, i want to know why this happens.

I declare the members as truss but the results in output is not, what i required. I think, there is some what going wrong to whom i am not known. Please kindly revert me back, that where i have a mistake in file. 

We are in process of validation for our new project in Euro code using different software in different offices.

In the end result we have found a big difference in results on staad compare to other software.

Has someone got any idea why is that big difference.