Hello all, my question is, why do I need to pay for the courses live? I am working in a company with the license of Bentley and for that I can see the live courses free. Please help me with this.

Hi,

Have anyone tried to import a file to create user table?

Please help.

I cannot seem to understand what is stated in Help.

Sample will be much appreciated

Thanks

Hi

How to make this work?

objOpenSTAAD.Property.GetMaterial

I want to get the material name of a specific property like STEEL ,CONCRETE, MATERIAL1 and etc.

OpenSTAAD Guide below.

Property.GetMaterialProperty

Retrives material properties of the specified material.

Where:

'Get the application object --
'Get Property
objOpenSTAAD.Property.GetMaterialProperty (strMaterialName, dElasticity, dPoisson, dDensity, _
dAlpha, dDamp)

Dear All,

I have done some coding using Excel OPENSTAAD. I used Set objOpenSTAAD = CreateObject("StaadPro.OpenSTAAD").

Usually when i execute the command, STAAD opens up by itself runs the analysis.

But all of sudden im getting run time 429 error. The analysis runs only after i have opened the STAAD. There is some way to bypass this to enable excel to open STAAD automatically. 

Thank You

I am trying to calculate natural frequency of steel structure using Eigenvalue method.

My unit system is "kg mm".

Now STAAD guidelines says

"The input you specify is weights, not masses. Internally, STAAD will convert weights to masses by dividing the input by "g", the acceleration due to gravity."

While specifying mass matrix, if my equipment weight is 100 kg what should i specify in input file?

Your statement mean to say that 981N (here Newton since weight but my unit system is in kg mm)

Or should i change unit system?

I am confused , please help.

i am trying to design a bridge. i am having the following  issues:

•  to introduce the expansion joints
• to introduce the bearings
• to model the abutment

please any useful information would be appreciated. thank you

I use VBA to get support reactions. But results are always Zero. Please help me to find out what is the error.

Private Sub CommandButton1_Click()
Dim w1 As Object
Set w1 = Worksheets("Trial")
w1.Activate
w1.Range("D9:I2000").Select
Selection.ClearContents

Dim nNodeNo As Long

Dim nLC As Long

Dim pdReactions(6) As Long

(Please visit the site to view this file)
Set objOpenSTAAD = GetObject(, "StaadPro.OpenSTAAD")

n = w1.Cells(6, 3)
For ir = 9 To n + 8
nNodeNo = w1.Cells(ir, 2).Value

nLC = w1.Cells(ir, 3).Value

objOpenSTAAD.Output.GetSupportReactions nNodeNo, nLC, pdReactions(0)
For i = 1 To 6
If i < 4 Then
w1.Cells(ir, 3 + i).Value = Round(pdReactions(i - 1) * 4.44822, 3)
Else
w1.Cells(ir, 3 + i).Value = Round(pdReactions(i - 1) * 0.112985, 3)
End If
Next i
Next ir

Set objOpenSTAAD = Nothing
w1.Cells(1, 1).Select
End Sub

I am new to staad pro.

soy nuevo en esto, si la respuesta es en español, mucho mejor

STAAD SPACE DXF IMPORT OF JOIST DE 9 MT.DXF
START JOB INFORMATION
ENGINEER DATE 23-May-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KG
JOINT COORDINATES
416 0.41 3.5 0; 419 0.61 3.1 0; 420 0.82 3.5 0; 421 1.02 3.1 0; 422 1.23 3.5 0;
423 1.43 3.1 0; 424 1.64 3.5 0; 425 1.84 3.1 0; 427 2.25 3.1 0; 428 2.46 3.5 0;
429 2.66 3.1 0; 430 2.87 3.5 0; 431 3.07 3.1 0; 432 3.28 3.5 0; 433 3.48 3.1 0;
434 3.69 3.5 0; 435 3.89 3.1 0; 436 4.1 3.5 0; 437 4.3 3.1 0; 438 4.51 3.5 0;
439 4.71 3.1 0; 443 5.53 3.1 0; 444 5.74 3.5 0; 445 5.94 3.1 0; 446 6.15 3.5 0;
447 6.35 3.1 0; 448 6.56 3.5 0; 449 6.76 3.1 0; 450 6.97 3.5 0; 451 7.17 3.1 0;
452 7.38 3.5 0; 453 7.58 3.1 0; 454 7.79 3.5 0; 455 7.99 3.1 0; 456 8.2 3.5 0;
457 8.4 3.1 0; 458 8.61 3.5 0; 459 8.81 3.1 0; 460 9.02 3.5 0; 461 2.05 3.5 0;
462 4.92 3.5 0; 463 5.12 3.1 0; 464 5.33 3.5 0;
MEMBER INCIDENCES
1 416 419; 2 419 420; 3 420 421; 4 421 422; 5 422 423; 6 423 424; 7 424 425;
8 425 461; 9 461 427; 10 427 428; 11 428 429; 12 429 430; 13 430 431;
14 431 432; 15 432 433; 16 433 434; 17 434 435; 18 435 436; 19 436 437;
20 437 438; 21 438 439; 22 439 462; 23 462 463; 24 463 464; 25 464 443;
26 443 444; 27 444 445; 28 445 446; 29 446 447; 30 447 448; 31 448 449;
32 449 450; 33 450 451; 34 451 452; 35 452 453; 36 453 454; 37 454 455;
38 455 456; 39 456 457; 40 457 458; 41 458 459; 42 459 460; 43 416 420;
44 420 422; 45 422 424; 46 424 461; 47 461 428; 48 428 430; 49 430 432;
50 432 434; 51 434 436; 52 436 438; 53 438 462; 54 462 464; 55 464 444;
56 444 446; 57 446 448; 58 448 450; 59 450 452; 60 452 454; 61 454 456;
62 456 458; 63 458 460; 64 419 421; 65 421 423; 66 423 425; 67 425 427;
68 427 429; 69 429 431; 70 431 433; 71 433 435; 72 435 437; 73 437 439;
74 439 463; 75 463 443; 76 443 445; 77 445 447; 78 447 449; 79 449 451;
80 451 453; 81 453 455; 82 455 457; 83 457 459;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.09042e+010
POISSON 0.3
DENSITY 7833.41
ALPHA 1.2e-005
DAMP 0.03
E 2.21467e+009
POISSON 0.17
DENSITY 2402.62
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
43 TO 83 TABLE SD L25253 SP 0.013
MEMBER PROPERTY AMERICAN
1 TO 42 PRIS YD 0.015875
SUPPORTS
416 460 PINNED
DEFINE UBC ACCIDENTAL LOAD
ZONE 0.3 I 1 RWX 6 RWZ 6 S 1.5
MEMBER WEIGHT
43 TO 63 UNI 369.2
LOAD 1 LOADTYPE Seismic  TITLE SX
UBC LOAD X 1
LOAD 2 LOADTYPE Seismic  TITLE SZ
UBC LOAD Z 1
LOAD 3 LOADTYPE Dead  TITLE CM
SELFWEIGHT Y -1 LIST 1 TO 83
MEMBER LOAD
43 TO 63 UNI GY -520
LOAD 4 LOADTYPE Live  TITLE CV
MEMBER LOAD
43 TO 63 UNI GY -120
LOAD COMB 5 1.4CM
3 1.4
LOAD COMB 6 1.2CM + 1.6CV
3 1.2 4 1.6
LOAD COMB 7 1.2CM+ 1.0SX + 0.5CV
3 1.2 1 1.0 4 0.5
LOAD COMB 8 1.2CM-1.0SX + 0.5CV
3 1.2 1 -1.0 4 0.5
LOAD COMB 9 1.2CM+ 1.0SY + 0.5CV
3 1.2 2 1.0 4 0.5
LOAD COMB 10 1.2CM- 1.0SY + 0.5CV
3 1.2 2 -1.0 4 0.5
LOAD COMB 11 0.9CM + 1SX
3 0.9 1 1.0
LOAD COMB 12 0.9CM - 1SX
3 0.9 1 -1.0
LOAD COMB 13 0.9CM + 1SY
3 0.9 2 1.0
LOAD COMB 14 0.9CM - 1 SY
3 0.9 2 -1.0
PERFORM ANALYSIS PRINT ALL
PARAMETER 1
CODE LRFD
BEAM 1 ALL
FYLD 2.53107e+007 ALL
CHECK CODE ALL
FINISH

Has anyone had problems with Staad Foundation advanced crashing continuously? I have a simple building which needs just a series of combined footings, imported from a Staad model but it just crashes every time. Sometimes I can get as far as importing load cases, setting job parameters before this happens. It has crashed during calculation also. It's not just this project but others too. I'm running the latest version on an AMD processor, if that gives any clues!

What is Be Inspired Awards Program?

When I run my STAAD file of a truss model error message of 'Rayleigh frequency xxxx less than .00001 for load 1 '' being shown. My load 1 is Seismic load definition. 

request suggest remedy . 

I am doing dynamic analysis, but my model is not showing Mass participation correclty, need help(Please visit the site to view this file)

I have a user with a brand new Dell Optiplex with the latest drivers trying to open RAM models to view with the 3D Viewer v14.07. When he tries to open a model, it appears to work correctly, no error messages, but all he gets is a blank, grey screen. I switched off the smoothing in RAM Manager, as was suggested in the COmmunity posts. I also checked for an updated driver, but there wasn't one. 

However, when this user clicks the Print Preview, which shows the model, then closes it, the model shows up on the screen and can be manipulated. Is there some way to remedy this?

Dear sir,

        I tried to design base plate for tapered section after analysis from staad pro by using RAM connection. But i showing only I shapes are allowed for columns. So is there any solution to directly design in RAM connection without giving input (means it have to take the value automatically from output of staad pro analysis). Hope you understand my question.  Im using staad pro v8i series 6. Thanking you.

Hi support team, 

I came across a strange discrepancy this morning when designing a two way RC flat plate. 

Long story short - the program wasn't considering user defined rebar when doing the service design calcs using design strips. However when I placed a design section exactly over a particular design strip cross section - the design section calc was considering the user defined rebar. 

Every single parameter (concrete cross section configuration, stresses, user defined rebar, everything...) was the same between the design section and design strip cross section. 

Essentially the design strips aren't considering my user defined rebar and thus is adding unnecessary rebar all over the slab. Screenshots below. 

Hello,

I am trying to model a slighty awkwardly shaped pile cap in STAAD, using soild elements. I have tried meshing the solid element but have had no luck, is there a way to mesh solids in STAAD? if so could someone please advise me on how to do it. Thank you.

Images of the model file is attached.

Nimesh 

I NEED HELP WITHS THIS PARAMETERS , HOW I CAN CALCULATE.

HELLO ALL .. IN MY STRUCTURE SHOW THIS WARNING .. PLEASE HELP

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 19-May-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KG
JOINT COORDINATES
1 0 0 0; 2 0 0 1.9; 3 1 0 1.9; 4 1 0 0; 5 2.955 0 0; 6 2.955 0 1; 14 0 6.69 0;
16 0 6.69 1.9; 17 1 1.19 1.9; 18 1 2.69 1.9; 19 1 4.19 1.9; 20 1 5.19 1.9;
21 1 6.69 1.9; 22 1 2.69 0; 23 1 4.19 0; 24 1 5.19 0; 25 1 6.69 0; 26 1 1.19 0;
27 0 2.69 1.9; 28 0 4.19 1.9; 29 0 2.69 0; 30 0 4.19 0; 31 0 1.19 1.9;
32 0 1.19 0; 33 0 5.19 1.9; 34 0 5.19 0; 35 2.955 1.19 0; 36 2.955 1.19 1;
37 2.955 2.69 0; 38 2.955 2.69 1; 39 2.955 5.19 0; 40 2.955 5.19 1;
41 2.955 6.69 0; 42 2.955 6.69 1; 43 0 4.64 1.9; 44 0 4.64 3.39;
45 0 -0.04 3.39; 46 0 1.9 1.9; 47 0 1.9 3.39; 48 0 4.64 4.64; 49 0 4.64 4.09;
50 0 3.87 3.39; 51 1 6.69 1; 52 0 6.69 1; 53 1.905 2.69 1; 54 2.955 1.9 1;
55 2.515 2.69 1; 56 2.955 3.79 0; 57 2.955 3.79 -0.82; 58 0 1.19 0.949643;
59 1 1.19 0.95; 60 0 4.19 0.95; 61 1 4.19 0.95; 62 0 3.27 3.39; 63 0 3.27 1.9;
64 2.955 3.94 1; 65 2.955 3.94 0; 66 1.9775 6.69 0; 67 1.9775 6.69 1;
MEMBER INCIDENCES
15 14 52; 18 16 21; 19 14 25; 20 3 17; 21 18 17; 22 18 19; 23 20 19; 26 21 51;
27 21 20; 28 24 23; 29 22 23; 30 22 26; 31 26 4; 32 25 24; 34 28 43; 36 30 34;
37 29 27; 38 30 60; 39 28 63; 41 2 31; 42 30 29; 43 29 32; 44 23 61; 45 19 28;
46 23 30; 47 18 27; 48 22 29; 49 22 18; 50 31 46; 51 32 1; 52 26 32; 53 17 31;
54 33 16; 55 34 14; 56 20 33; 57 24 34; 58 6 36; 59 5 35; 60 35 37; 61 37 56;
62 39 41; 63 42 41; 64 42 40; 65 40 64; 66 40 39; 67 38 37; 68 38 54; 69 35 36;
70 41 66; 71 43 33; 72 43 44; 73 45 47; 74 46 27; 75 47 62; 76 44 49; 77 47 46;
78 49 48; 79 50 44; 80 49 50; 81 51 25; 82 52 16; 83 42 67; 84 52 51; 85 38 55;
86 54 36; 87 55 53; 88 54 55; 89 56 65; 90 56 57; 91 34 33; 92 24 20; 93 32 58;
94 26 59; 95 58 31; 96 1 58; 97 58 2; 98 59 17; 99 4 59; 100 59 3; 101 27 58;
102 29 58; 103 18 59; 104 22 59; 105 60 28; 106 29 60; 107 60 27; 108 61 19;
109 22 61; 110 18 61; 111 34 60; 112 33 60; 113 24 61; 114 61 20; 115 62 50;
116 63 27; 117 63 62; 118 63 47; 119 62 43; 120 46 45; 121 64 38; 122 65 39;
123 65 64; 124 36 5; 125 38 35; 126 64 37; 127 40 65; 128 42 39; 129 26 58;
130 59 58; 131 60 23; 132 61 60; 133 60 19; 134 58 17; 135 66 25; 136 67 51;
137 67 66; 138 21 52; 139 52 25; 140 51 66; 141 67 41;
SUPPORTS
1 TO 6 45 PINNED
MEMBER RELEASE
38 44 93 94 130 132 START MY MZ
95 98 105 108 130 132 END MY MZ
MEMBER TRUSS
80 88 96 97 99 TO 104 106 107 109 TO 114 118 TO 120 124 TO 129 131 133 134 -
138 TO 141
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 EUROPEAN
15 18 19 26 37 38 44 TO 49 52 53 56 57 63 66 67 69 70 72 76 TO 78 81 TO 85 -
87 90 TO 95 98 105 108 117 123 130 132 135 TO 137 TABLE ST IPEA140
80 88 96 97 99 TO 104 106 107 109 TO 114 118 TO 120 124 TO 129 131 133 134 -
138 TO 141 TABLE T IPEA120
20 TO 23 27 TO 32 34 36 39 41 TO 43 50 51 54 55 58 TO 62 64 65 68 71 -
73 TO 75 79 86 89 115 116 121 122 TABLE ST HE160AA
CONSTANTS
MATERIAL STEEL ALL
DEFINE WIND LOAD
TYPE 1 WIND 1
INT 0 138 147 152 HEIG 0 4.5 6 7
********************************************************************
* CARGAS PARA EL DISE?O DE ESTRUCTURAS Y FUNDACIONES
********************************************************************
*
LOAD 1 LOADTYPE None TITLE DS = CARGA PERMANENTE EN ESTRUCTURAS
SELFWEIGHT Y -1
MEMBER LOAD
19 70 83 84 135 136 UNI GY -36
LOAD 2 LOADTYPE None TITLE DE = EQUIPO Ó TUBERÍA VACÍA
MEMBER LOAD
90 CON GY -39.1 0.46
90 CON GY -30.2 0.39
85 CON GY -1372.68 0.78
46 CON GY -80.3 0.13
46 CON GY -27.45 0.35
46 CON GY -28.45 0.63
57 CON GY -25.25 0.15
57 CON GY -114.56 0.36
57 CON GY -52.8 0.51
91 CON GY -53.76 0.3
91 CON GY -53.28 1.23
45 CON GY -86.4 0.13
72 CON GY -1023 2.42
77 CON GY -35 0.9
LOAD 3 LOADTYPE None TITLE DO = CARGA DE EQUIPO Y/O TUBERÍA EN OPERACIÓN.
MEMBER LOAD
90 CON GY -62.56 0.46
90 CON GY -48.32 0.39
85 CON GY -2989.87 0.78
46 CON GY -121.2 0.13
46 CON GY -43.92 0.35
46 CON GY -45.52 0.63
57 CON GY -44 0.15
57 CON GY -171.84 0.36
57 CON GY -79.2 0.51
91 CON GY -80.64 0.3
91 CON GY -79.92 1.23
45 CON GY -129.6 0.13
72 CON GY -2321 2.42
77 CON GY -70 0.9
LOAD 4 LOADTYPE None TITLE DT = CARGA DE PRUEBA
LOAD 5 LOADTYPE None TITLE L = CARGA VARIABLE.
MEMBER LOAD
19 70 83 84 135 136 UNI GY -500
LOAD 6 LOADTYPE None TITLE WX = CARGA POR VIENTO X
WIND LOAD X 1 TYPE 1 XR 0 2.96 YR 0 6.7 ZR 0 4.65 OPEN
LOAD 7 LOADTYPE None TITLE WZ = CARGA POR VIENTO Z
WIND LOAD Z 1 TYPE 1 XR 0 2.96 YR 0 6.7 ZR 0 4.65 OPEN
LOAD 8 LOADTYPE None TITLE T = CARGAS POR VARIACIÓN DE TEMPERATURA.
TEMPERATURE LOAD
15 18 TO 23 26 TO 32 34 36 TO 39 41 TO 134 TEMP 15.7
LOAD 9 LOADTYPE None TITLE FF = CARGA POR FRICCIÓN.
MEMBER LOAD
*****(Trasversal , 5%)*******
90 CON GZ 3.128 0.46
90 CON GZ 2.416 0.39
85 CON GX 149.5 0.78
46 CON GX 6.06 0.13
46 CON GX 2.2 0.35
46 CON GX 2.3 0.63
57 CON GX 2.2 0.15
57 CON GX 8.6 0.36
57 CON GX 4 0.51
91 CON GZ 4.03 0.3
91 CON GZ 4 1.23
45 CON GX 6.5 0.13
72 CON GZ 116.05 2.42
77 CON GZ 3.5 0.9
*****(Longitudinal , 10%)*******
90 CON GX 6.256 0.46
90 CON GX 4.832 0.39
85 CON GZ 298.987 0.78
46 CON GZ 12.12 0.13
46 CON GZ 4.392 0.35
46 CON GZ 4.552 0.63
57 CON GZ 4.4 0.15
57 CON GZ 17.184 0.36
57 CON GZ 7.92 0.51
91 CON GX 8.064 0.3
91 CON GX 7.992 1.23
45 CON GZ 12.96 0.13
72 CON GX 232.1 2.42
77 CON GX 7 0.9
LOAD 10 LOADTYPE None TITLE EOX = CARGA SISMO X CON EQUIPO OPERACION
*DS-DIRECCION X*
SELFWEIGHT X 1
MEMBER LOAD
19 70 83 84 135 136 UNI GX 36
*DO-DIRECCION X*
90 CON GX 62.56 0.46
90 CON GX 48.32 0.39
85 CON GX 2989.87 0.78
46 CON GX 121.2 0.13
46 CON GX 43.92 0.35
46 CON GX 45.52 0.63
57 CON GX 44 0.15
57 CON GX 171.84 0.36
57 CON GX 79.2 0.51
91 CON GX 80.64 0.3
91 CON GX 79.92 1.23
45 CON GX 129.6 0.13
72 CON GX 2321 2.42
77 CON GX 70 0.9
*DS-DIRECCION Z*
SELFWEIGHT Z 1
MEMBER LOAD
19 70 83 84 135 136 UNI GZ 36
*DO-DIRECCION X*
90 CON GZ 62.56 0.46
90 CON GZ 48.32 0.39
85 CON GZ 2989.87 0.78
46 CON GZ 121.2 0.13
46 CON GZ 43.92 0.35
46 CON GZ 45.52 0.63
57 CON GZ 44 0.15
57 CON GZ 171.84 0.36
57 CON GZ 79.2 0.51
91 CON GZ 80.64 0.3
91 CON GZ 79.92 1.23
45 CON GZ 129.6 0.13
72 CON GZ 2321 2.42
77 CON GZ 70 0.9
SPECTRUM CQC X 1 ACC SCALE 9.81 DAMP 0.05 LIN
**ESPECTRO DE DISEÑO DIRECCION X**
0 0.1801; 0.02 0.1728; 0.04 0.1641; 0.07 0.1563; 0.09 0.1496; 0.11 0.1439;
0.13 0.139; 0.16 0.1348; 0.18 0.1311; 0.2 0.117; 0.26 0.117; 0.32 0.117;
0.38 0.117; 0.44 0.117; 0.5 0.117; 0.56 0.117; 0.62 0.117; 0.68 0.117;
0.74 0.117; 0.8 0.117; 1.02 0.0963; 1.24 0.0824; 1.46 0.0723; 1.68 0.0646;
1.9 0.0586; 2.12 0.0537; 2.34 0.0496; 2.56 0.0461; 2.78 0.0432; 3 0.0406;
3.2 0.0355; 3.4 0.0313; 3.6 0.0277; 3.8 0.0247; 4 0.0222; 4.2 0.0201;
4.4 0.0182; 4.6 0.0166; 4.8 0.0152; 5 0.0139;
LOAD 11 LOADTYPE None TITLE EOZ = CARGA SISMO Z CON EQUIPO OPERACION
SPECTRUM SRSS Z 1 ACC SCALE 9.81 DAMP 0.05 LIN
**ESPECTRO DE DISEÑO DIRECCION Z**
0 0.1801; 0.02 0.1728; 0.04 0.1641; 0.07 0.1563; 0.09 0.1496; 0.11 0.1439;
0.13 0.139; 0.16 0.1348; 0.18 0.1311; 0.2 0.117; 0.26 0.117; 0.32 0.117;
0.38 0.117; 0.44 0.117; 0.5 0.117; 0.56 0.117; 0.62 0.117; 0.68 0.117;
0.74 0.117; 0.8 0.117; 1.02 0.0963; 1.24 0.0824; 1.46 0.0723; 1.68 0.0646;
1.9 0.0586; 2.12 0.0537; 2.34 0.0496; 2.56 0.0461; 2.78 0.0432; 3 0.0406;
3.2 0.0355; 3.4 0.0313; 3.6 0.0277; 3.8 0.0247; 4 0.0222; 4.2 0.0201;
4.4 0.0182; 4.6 0.0166; 4.8 0.0152; 5 0.0139;
LOAD 12 LOADTYPE None TITLE EOY = CARGA SISMO Y CON EQUIPO OPERACION
LOAD 13 LOADTYPE None TITLE EEX = CARCA SISMO X CON EQUIPO VACIO
LOAD 14 LOADTYPE None TITLE EEZ = CARCA SISMO Z CON EQUIPO VACIO
LOAD 15 LOADTYPE None TITLE EEY = CARCA SISMO Y CON EQUIPO VACIO
*
********************************************************************
* Combinaciones de Dise?o (Estado L?mite de Agotamiento Resistente)
********************************************************************
* Piperacks, Pasos de V?as y Soportes para Tuber?as
*
*(CUPR-1) 1.4 x (Ds + Do + Ff + T + Af)
LOAD COMB 387 1.4 X (DS + DO + FF + T + AF)
1 1.4 3 1.4 9 1.4 8 1.4
*(CUPR-2) 1.2 x (Ds + Do + Af) ? 1.6 x W
LOAD COMB 388 1.2 X (DS + DO + AF) + 1.6 X WX
1 1.2 3 1.2 6 1.6
LOAD COMB 389 1.2 X (DS + DO + AF) - 1.6 X WX
1 1.2 3 1.2 6 -1.6
LOAD COMB 390 1.2 X (DS + DO + AF) + 1.6 X WZ
1 1.2 3 1.2 7 1.6
LOAD COMB 391 1.2 X (DS + DO + AF) - 1.6 X WZ
1 1.2 3 1.2 7 -1.6
*(CUPR-3) 1.2 x (Ds + Do + Af) ? 1.0 x Eo
LOAD COMB 392 1.2 X (DS + DO + AF) + 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 1.2 3 1.2 10 0.7 11 0.3 12 1.0
LOAD COMB 393 1.2 X (DS + DO + AF) + 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 1.2 3 1.2 10 0.7 11 0.3 12 -1.0
LOAD COMB 394 1.2 X (DS + DO + AF) + 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 1.2 3 1.2 10 0.7 11 -0.3 12 1.0
LOAD COMB 395 1.2 X (DS + DO + AF) + 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 1.2 3 1.2 10 0.7 11 -0.3 12 -1.0
LOAD COMB 396 1.2 X (DS + DO + AF) - 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 1.2 3 1.2 10 -0.7 11 0.3 12 1.0
LOAD COMB 397 1.2 X (DS + DO + AF) - 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 1.2 3 1.2 10 -0.7 11 0.3 12 -1.0
LOAD COMB 398 1.2 X (DS + DO + AF) - 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 1.2 3 1.2 10 -0.7 11 -0.3 12 1.0
LOAD COMB 399 1.2 X (DS + DO + AF) - 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 1.2 3 1.2 10 -0.7 11 -0.3 12 -1.0
*(CUPR-4) 0.9 x (Ds + De) ? 1.6 x W
LOAD COMB 400 0.90 X (DS + DE) + 1.60 X WX
1 0.9 2 0.9 6 1.6
LOAD COMB 401 0.90 X (DS + DE) - 1.60 X WX
1 0.9 2 0.9 6 -1.6
LOAD COMB 402 0.90 X (DS + DE) + 1.60 X WZ
1 0.9 2 0.9 7 1.6
LOAD COMB 403 0.90 X (DS + DE) - 1.60 X WZ
1 0.9 2 0.9 7 -1.6
*(CUPR-5) 0.9 x (Ds + Do) + 1.2 x Af ? 1.0 x Eo
LOAD COMB 404 0.9 X (DS + DO) + 1.2 X AF + 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 0.9 3 0.9 10 0.7 11 0.3 12 1.0
LOAD COMB 405 0.9 X (DS + DO) + 1.2 X AF + 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 0.9 3 0.9 10 0.7 11 0.3 12 -1.0
LOAD COMB 406 0.9 X (DS + DO) + 1.2 X AF + 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 0.9 3 0.9 10 0.7 11 -0.3 12 1.0
LOAD COMB 407 0.9 X (DS + DO) + 1.2 X AF + 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 0.9 3 0.9 10 0.7 11 -0.3 12 -1.0
LOAD COMB 408 0.9 X (DS + DO) + 1.2 X AF - 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 0.9 3 0.9 10 -0.7 11 0.3 12 1.0
LOAD COMB 409 0.9 X (DS + DO) + 1.2 X AF - 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 0.9 3 0.9 10 -0.7 11 0.3 12 -1.0
LOAD COMB 410 0.9 X (DS + DO) + 1.2 X AF - 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 0.9 3 0.9 10 -0.7 11 -0.3 12 1.0
LOAD COMB 411 0.9 X (DS + DO) + 1.2 X AF - 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 0.9 3 0.9 10 -0.7 11 -0.3 12 -1.0
*(CUPR-6) 0.9 x (Ds + De) ? 1.0 x Ee
LOAD COMB 412 0.90 X (DS + DE) + 0.7 X EEX + 0.3 EEZ + 1.0 EEY
1 0.9 2 0.9 13 0.7 14 0.3 15 1.0
LOAD COMB 413 0.90 X (DS + DE) + 0.7 X EEX + 0.3 EEZ - 1.0 EEY
1 0.9 2 0.9 13 0.7 14 0.3 15 -1.0
LOAD COMB 414 0.90 X (DS + DE) + 0.7 X EEX - 0.3 EEZ + 1.0 EEY
1 0.9 2 0.9 13 0.7 14 -0.3 15 1.0
LOAD COMB 415 0.90 X (DS + DE) + 0.7 X EEX - 0.3 EEZ - 1.0 EEY
1 0.9 2 0.9 13 0.7 14 -0.3 15 -1.0
LOAD COMB 416 0.90 X (DS + DE) - 0.7 X EEX + 0.3 EEZ + 1.0 EEY
1 0.9 1 0.9 2 0.9 13 -0.7 14 0.3 15 1.0
LOAD COMB 417 0.90 X (DS + DE) - 0.7 X EEX + 0.3 EEZ - 1.0 EEY
1 0.9 2 0.9 13 -0.7 14 0.3 15 -1.0
LOAD COMB 418 0.90 X (DS + DE) - 0.7 X EEX - 0.3 EEZ + 1.0 EEY
1 0.9 2 0.9 13 -0.7 14 -0.3 15 1.0
LOAD COMB 419 0.90 X (DS + DE) - 0.7 X EEX - 0.3 EEZ - 1.0 EEY
1 0.9 2 0.9 13 -0.7 14 -0.3 15 -1.0
*(CUPR-7) 1.4 x (Ds + Dt)
LOAD COMB 420 1.4 X (DS + DT)
1 1.4 4 1.4
**************************************************************
* Combinaciones de Servicio
**************************************************************
* Piperacks, Soportes para Tuber?as y Estructuras de Equipos
*(CSPR-1) Ds + Do + Ff + T + Af
LOAD COMB 1000 DS + DO + FF + T + AF
1 1.0 3 1.0 9 1.0 8 1.0
*(CSPR-2) Ds + Do + Af ? 1.0 x W
LOAD COMB 1001 DS + DO + AF + 1.0 X WX
1 1.0 3 1.0 6 1.0
LOAD COMB 1002 DS + DO + AF - 1.0 X WX
1 1.0 3 1.0 6 -1.0
LOAD COMB 1003 DS + DO + AF + 1.0 X WZ
1 1.0 3 1.0 7 1.0
LOAD COMB 1004 DS + DO + AF - 1.0 X WZ
1 1.0 3 1.0 7 -1.0
*(CSPR-3) Ds + Do + Af ? 0.7 x Eo
LOAD COMB 1005 DS + DO + AF + 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 1.0 3 1.0 10 0.7 11 0.3 12 1.0
LOAD COMB 1006 DS + DO + AF + 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 1.0 3 1.0 10 0.7 11 0.3 12 -1.0
LOAD COMB 1007 DS + DO + AF + 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 1.0 3 1.0 10 0.7 11 -0.3 12 1.0
LOAD COMB 1008 DS + DO + AF + 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 1.0 3 1.0 10 0.7 11 -0.3 12 -1.0
LOAD COMB 1009 DS + DO + AF - 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 1.0 3 1.0 10 -0.7 11 0.3 12 1.0
LOAD COMB 1010 DS + DO + AF - 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 1.0 3 1.0 10 -0.7 11 0.3 12 -1.0
LOAD COMB 1011 DS + DO + AF - 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 1.0 3 1.0 10 -0.7 11 -0.3 12 1.0
LOAD COMB 1012 DS + DO + AF - 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 1.0 3 1.0 10 -0.7 11 -0.3 12 -1.0
***********************************************************
LOAD COMB 1013 DS + DO + AF + 0.7 X EOZ + 0.3 EOX + 1.0 EOY
1 1.0 3 1.0 11 0.7 10 0.3 12 1.0
LOAD COMB 1014 DS + DO + AF + 0.7 X EOZ + 0.3 EOX - 1.0 EOY
1 1.0 3 1.0 11 0.7 10 0.3 12 -1.0
LOAD COMB 1015 DS + DO + AF + 0.7 X EOZ - 0.3 EOX + 1.0 EOY
1 1.0 3 1.0 11 0.7 10 -0.3 12 1.0
LOAD COMB 1016 DS + DO + AF + 0.7 X EOZ - 0.3 EOX - 1.0 EOY
1 1.0 3 1.0 11 0.7 10 -0.3 12 -1.0
LOAD COMB 1017 DS + DO + AF - 0.7 X EOZ + 0.3 EOX + 1.0 EOY
1 1.0 3 1.0 11 -0.7 10 0.3 12 1.0
LOAD COMB 1018 DS + DO + AF - 0.7 X EOZ + 0.3 EOX - 1.0 EOY
1 1.0 3 1.0 11 -0.7 10 0.3 12 -1.0
LOAD COMB 1019 DS + DO + AF - 0.7 X EOZ - 0.3 EOX + 1.0 EOY
1 1.0 3 1.0 11 -0.7 10 -0.3 12 1.0
LOAD COMB 1020 DS + DO + AF - 0.7 X EOZ - 0.3 EOX - 1.0 EOY
1 1.0 3 1.0 11 -0.7 10 -0.3 12 -1.0
*(CSPR-4) Ds + De ? 1.0 x W
LOAD COMB 1021 DS + DE + WX
1 1.0 2 1.0 6 1.0
LOAD COMB 1022 DS + DE - WX
1 1.0 2 1.0 6 1.0
LOAD COMB 1023 DS + DE + WZ
1 1.0 2 1.0 7 1.0
LOAD COMB 1024 DS + DE - WZ
1 1.0 2 1.0 7 -1.0
*(CSPR-5) 0.9 x (Ds) + 0.6 x (Do) + Af ? 0.7 x Eo
LOAD COMB 1025 0.9 X (DS) + 0.6 X (DO) + AF+ 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 0.9 3 0.6 10 0.7 11 0.3 12 1.0
LOAD COMB 1026 0.9 X (DS) + 0.6 X (DO) + AF + 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 0.9 3 0.6 10 0.7 11 0.3 12 -1.0
LOAD COMB 1027 0.9 X (DS) + 0.6 X (DO) + AF + 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 0.9 3 0.6 10 0.7 11 -0.3 12 1.0
LOAD COMB 1028 0.9 X (DS) + 0.6 X (DO) + AF + 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 0.9 3 0.6 10 0.7 11 -0.3 12 -1.0
LOAD COMB 1029 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOX + 0.3 EOZ + 1.0 EOY
1 0.9 3 0.6 10 -0.7 11 0.3 12 1.0
LOAD COMB 1030 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOX + 0.3 EOZ - 1.0 EOY
1 0.9 3 0.6 10 -0.7 11 0.3 12 -1.0
LOAD COMB 1031 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOX - 0.3 EOZ + 1.0 EOY
1 0.9 3 0.6 10 -0.7 11 -0.3 12 1.0
LOAD COMB 1032 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOX - 0.3 EOZ - 1.0 EOY
1 0.9 3 0.6 10 -0.7 11 -0.3 12 -1.0
*****************************************
LOAD COMB 1033 0.9 X (DS) + 0.6 X (DO) + AF + 0.7 X EOZ + 0.3 EOX + 1.0 EOY
1 0.9 3 0.6 11 0.7 10 0.3 12 1.0
LOAD COMB 1034 0.9 X (DS) + 0.6 X (DO) + AF + 0.7 X EOZ + 0.3 EOX - 1.0 EOY
1 0.9 3 0.6 11 0.7 10 0.3 12 -1.0
LOAD COMB 1035 0.9 X (DS) + 0.6 X (DO) + AF + 0.7 X EOZ - 0.3 EOX + 1.0 EOY
1 0.9 3 0.6 11 0.7 10 -0.3 12 1.0
LOAD COMB 1036 0.9 X (DS) + 0.6 X (DO) + AF + 0.7 X EOZ - 0.3 EOX - 1.0 EOY
1 0.9 3 0.6 11 0.7 10 -0.3 12 -1.0
LOAD COMB 1037 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOZ + 0.3 EOX + 1.0 EOY
1 0.9 3 0.6 11 -0.7 10 0.3 12 1.0
LOAD COMB 1038 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOZ + 0.3 EOX - 1.0 EOY
1 0.9 3 0.6 11 -0.7 10 0.3 12 -1.0
LOAD COMB 1039 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOZ - 0.3 EOX + 1.0 EOY
1 0.9 3 0.6 11 -0.7 10 -0.3 12 1.0
LOAD COMB 1040 0.9 X (DS) + 0.6 X (DO) + AF - 0.7 X EOZ - 0.3 EOX - 1.0 EOY
1 0.9 3 0.6 11 -0.7 10 -0.3 12 -1.0
*(CSPR-6) 0.9 x (Ds + De) ? 0.7 x Ee
LOAD COMB 1041 0.90 X (DS + DE) + 0.49 X EEX + 0.21 EEZ + 0.7 EEY
1 0.9 2 0.9 13 0.49 14 0.21 15 0.7
LOAD COMB 1042 0.90 X (DS + DE) + 0.49 X EEX + 0.21 EEZ - 0.7 EEY
1 0.9 2 0.9 13 0.49 14 0.21 15 -0.7
LOAD COMB 1043 0.90 X (DS + DE) + 0.49 X EEX - 0.21 EEZ + 0.7 EEY
1 0.9 2 0.9 13 0.49 14 -0.21 15 0.7
LOAD COMB 1044 0.90 X (DS + DE) + 0.49 X EEX - 0.21 EEZ - 0.7 EEY
1 0.9 2 0.9 13 0.49 14 -0.21 15 -0.7
LOAD COMB 1045 0.90 X (DS + DE) - 0.49 X EEX + 0.21 EEZ + 0.7 EEY
1 0.9 2 0.9 13 -0.49 14 0.21 15 0.7
LOAD COMB 1046 0.90 X (DS + DE) - 0.49 X EEX + 0.21 EEZ - 0.7 EEY
1 0.9 2 0.9 13 -0.49 14 0.21 15 -0.7
LOAD COMB 1047 0.90 X (DS + DE) - 0.49 X EEX - 0.21 EEZ + 0.7 EEY
1 0.9 2 0.9 13 -0.49 14 -0.21 15 0.7
LOAD COMB 1048 0.90 X (DS + DE) - 0.49 X EEX - 0.21 EEZ - 0.7 EEY
1 0.9 2 0.9 13 -0.49 14 -0.21 15 0.7
*****************************************************************
LOAD COMB 1049 0.90 X (DS + DE) + 0.49 X EEZ + 0.21 EEX + 0.7 EEY
1 0.9 2 0.9 14 0.49 13 0.21 15 0.7
LOAD COMB 1050 0.90 X (DS + DE) + 0.49 X EEZ + 0.21 EEX - 0.7 EEY
1 0.9 2 0.9 14 0.49 13 0.21 15 -0.7
LOAD COMB 1051 0.90 X (DS + DE) + 0.49 X EEZ - 0.21 EEX + 0.7 EEY
1 0.9 2 0.9 14 0.49 13 -0.21 15 0.7
LOAD COMB 1052 0.90 X (DS + DE) + 0.49 X EEZ - 0.21 EEX - 0.7 EEY
1 0.9 2 0.9 14 0.49 13 -0.21 15 -0.7
LOAD COMB 1053 0.90 X (DS + DE) - 0.49 X EEZ + 0.21 EEX + 0.7 EEY
1 0.9 2 0.9 14 -0.49 13 0.21 15 0.7
LOAD COMB 1054 0.90 X (DS + DE) - 0.49 X EEZ + 0.21 EEX - 0.7 EEY
1 0.9 2 0.9 14 0.49 13 0.21 15 -0.7
LOAD COMB 1055 0.90 X (DS + DE) - 0.49 X EEZ - 0.21 EEX + 0.7 EEY
1 0.9 2 0.9 14 -0.49 13 -0.21 15 0.7
LOAD COMB 1056 0.90 X (DS + DE) - 0.49 X EEZ - 0.21 EEX - 0.7 EEY
1 0.9 2 0.9 14 -0.49 13 -0.21 15 -0.7
*(CSPR-7) Ds + Dt
LOAD COMB 1057 DS + DT
1 1.0 4 1.0
*
* Para de verificación de deflexión en vigas se consideran las siguientes
* combinaciones de carga en estado de servicio:
*
*(CSD-1): (Ds + Do) + T
LOAD COMB 1058 (DS + DO) + T
1 1.0 3 1.0 8 1.0
*(CSD-2): (Ds + Do) + T + 0.70 x W
LOAD COMB 1059 (DS + DO) + T + 0.70 X WX
1 1.0 3 1.0 8 1.0 6 0.7
LOAD COMB 1060 (DS + DO) + T - 0.70 X WX
1 1.0 3 1.0 8 1.0 6 -0.7
LOAD COMB 1061 (DS + DO) + T + 0.70 X WZ
1 1.0 3 1.0 8 1.0 7 0.7
LOAD COMB 1062 (DS + DO) + T - 0.70 X WZ
1 1.0 3 1.0 8 1.0 7 -0.7
PERFORM ANALYSIS PRINT ALL
PARAMETER 1
CODE AISC UNIFIED 2010
BEAM 1 MEMB 15 18 TO 23 26 TO 32 34 36 TO 39 41 TO 136
RATIO 0.95 MEMB 15 18 TO 23 26 TO 32 34 36 TO 39 41 TO 136
TRACK 0 MEMB 15 18 TO 23 26 TO 32 34 36 TO 39 41 TO 136
METHOD LRFD
**** BEAMS*****
UNT 0.95 MEMB 38 44 93 TO 95 98 105 108
UNB 0.95 MEMB 38 44 93 TO 95 98 105 108
UNT 1.9 MEMB 15 26 81 82
UNB 1.9 MEMB 15 26 81 82
LY 1.9 MEMB 15 26 38 44 81 82 93 TO 95 98 105 108
UNT 1.955 MEMB 70 83 135 136
UNB 1.955 MEMB 70 83 135 136
LY 1.955 MEMB 70 83 135 136
UNT 1.25 MEMB 76 78
UNB 1.25 MEMB 76 78
LY 1.25 MEMB 76 78
UNT 1.05 MEMB 85 87
UNB 1.05 MEMB 85 87
LY 1.05 MEMB 85 87
**** COLUMNS*****
LY 1.25 MEMB 61 89
LZ 1.25 MEMB 61 89
LZ 1.5 MEMB 68 86
LY 1.5 MEMB 68 86
LZ 1.37 MEMB 79 115
LY 1.37 MEMB 79 115
LZ 1.5 MEMB 50 74
LZ 1.5 MEMB 39 116
LZ 1 MEMB 34 71
LY 1.5 MEMB 41 50
LY 1.5 MEMB 74 116
LY 1 MEMB 34 39
KY 1 MEMB 20 TO 23 27 TO 32 34 36 39 41 TO 43 50 51 54 55 58 TO 62 64 65 68 -
71 73 TO 75 79 86 89 115 116 121 122
KZ 1 MEMB 20 TO 23 27 TO 32 34 36 39 41 TO 43 50 51 54 55 58 TO 62 64 65 68 -
71 73 TO 75 79 86 89 115 116 121 122
CHECK CODE ALL
FINISH
FINISH

Hi,

I am performing analysis of steel structure using Eurocode.

I have specified same load in all 3 directions as inertial load for seismic analysis.

But still i am getting Warning :

*** Note: ALL MASS RELATED WARNINGS, IF ANY, WILL BE WRITTEN IN _MASSEURO.TXT FILE.

*** WARNING *** DYNAMIC MASSES IN GLOBAL X, Y AND Z DIRECTIONS ARE NOT SAME.
WARNING MESSAGES ARE WRITTEN IN _MASSEURO.TXT FILE.

and also mass participation factor are distributed in different modes for same direction, i mean no mode is dominating with good  mass participation. 

Not even more than 60% in any single mode for particular direction.

Why is it so? Is my procedure wrong?

I have attached screen shot of o/p file for participation factor

My i/p file is :

INPUT WIDTH 79
UNIT MMS KG
JOINT COORDINATES
1 0 0 0; 2 2175 0 0; 3 2175 0 -1635; 4 0 0 -1635; 5 0 855 0; 6 2175 855 0;
7 2175 855 -1635; 8 0 855 -1635; 9 0 2465 0; 10 2175 2465 0;
11 2175 2465 -1635; 12 0 2465 -1635; 13 0 5000 0; 14 2175 5000 0;
15 2175 5000 -1635; 16 0 5000 -1635; 17 0 855 -487.5; 18 2175 855 -487.5;
19 895.5 855 -487.5; 20 1270.5 855 -487.5; 21 1363.5 855 -487.5;
22 1622.5 855 -487.5; 23 895.5 1155 -487.5; 24 1270.5 1155 -487.5;
25 1363.5 1155 -487.5; 26 1622.5 1155 -487.5; 27 895.5 1155 -244.5;
28 1270.5 1155 -244.5; 29 1363.5 1155 -256.5; 30 1622.5 1155 -256.5;
31 2175 855 -892.5; 32 2175 1655 -892.5; 33 1958.5 1655 -892.5;
34 2175 855 -1254.5; 35 2175 1655 -1254.5; 36 1958.5 1655 -1254.5;
37 0 2465 -487.5; 38 2175 2465 -487.5; 39 0 2465 -1062.5; 40 2175 2465 -1062.5;
41 1827.5 2465 -487.5; 42 1827.5 1916 -487.5; 43 1827.5 1916 -287.5;
44 2175 1916 0; 45 2175 1916 -408.5;
MEMBER INCIDENCES
1 1 5; 2 5 9; 3 9 13; 4 2 6; 5 6 44; 6 10 14; 7 3 7; 8 7 11; 9 11 15; 10 4 8;
11 8 12; 12 12 16; 13 5 17; 14 17 8; 15 8 7; 16 7 34; 17 18 6; 18 17 19;
19 9 10; 20 10 38; 21 11 12; 22 9 37; 23 13 14; 24 14 15; 25 15 16; 26 13 16;
27 19 20; 28 20 21; 29 21 22; 30 22 18; 31 19 23; 32 23 27; 33 20 24; 34 24 28;
35 21 25; 36 25 29; 37 22 26; 38 26 30; 39 31 18; 40 31 32; 41 32 33; 42 34 31;
43 34 35; 44 35 36; 45 37 39; 46 38 40; 47 37 41; 48 39 12; 49 40 11; 50 39 40;
51 41 38; 52 41 42; 53 42 43; 54 44 10; 55 44 45;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 20904.2
POISSON 0.3
DENSITY 7.83341e-006
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 25.8192 FU 41.584 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
13 TO 18 27 TO 44 52 53 TABLE ST ISMC100
1 TO 12 19 TO 22 45 TO 51 54 55 TABLE ST ISMC125
23 TO 26 TABLE ST ISMC75
CONSTANTS
BETA 90 MEMB 31 33 35 37 52
MATERIAL STEEL ALL
SUPPORTS
1 TO 4 FIXED
CUT OFF MODE SHAPE 24
LOAD 1 LOADTYPE Seismic TITLE EARTHQUAKE IN X DIRECTION
SELFWEIGHT X 1
SELFWEIGHT Y 1
SELFWEIGHT Z 1
FLOOR LOAD
*Dead load of gratings for seismic action
YRANGE 2465 2465 FLOAD 4.1e-005 GX
YRANGE 2465 2465 FLOAD 4.1e-005 GY
YRANGE 2465 2465 FLOAD 4.1e-005 GZ
*Live load for seismic action= (live load*0.8)
YRANGE 2465 2465 FLOAD 0.0002 GX
YRANGE 2465 2465 FLOAD 0.0002 GY
YRANGE 2465 2465 FLOAD 0.0002 GZ
*Dead load of railling for seismic action
MEMBER LOAD
19 TO 22 45 46 48 49 UNI GX -0.015
19 TO 22 45 46 48 49 UNI GY -0.015
19 TO 22 45 46 48 49 UNI GZ -0.015
*Equipment loads for seismic action
MEMBER LOAD
32 34 CON GX -30 193
36 38 CON GX -20 193
41 44 CON GX -40 166.5
47 50 CON GX -160 1083.5
55 CON GX -126 348.5
53 CON GX -126 140
47 50 CON GX -450 482.5
32 34 CON GY -30 193
36 38 CON GY -20 193
41 44 CON GY -40 166.5
47 50 CON GY -160 1083.5
55 CON GY -126 348.5
53 CON GY -126 140
47 50 CON GY -450 482.5
32 34 CON GZ -30 193
36 38 CON GZ -20 193
41 44 CON GZ -40 166.5
47 50 CON GZ -160 1083.5
55 CON GZ -126 348.5
53 CON GZ -126 140
47 50 CON GZ -450 482.5
SPECTRUM CQC EURO 2004 ELASTIC RS2 X 1 ACC DAMP 0.05 LIN
SOIL TYPE C ALPHA 0.1 Q 1
LOAD 2 LOADTYPE Seismic TITLE EARTHQUAKE IN Z DIRECTION
SPECTRUM CQC EURO 2004 ELASTIC RS2 Z 1 ACC DAMP 0.05 LIN
SOIL TYPE C ALPHA 0.1 Q 1
LOAD 3 LOADTYPE Dead TITLE SELFWEIGHT, RAILING & GRATING WEIGHT
SELFWEIGHT Y -1
FLOOR LOAD
YRANGE 2465 2465 FLOAD -4.1e-005 GY
MEMBER LOAD
19 TO 22 45 46 48 49 UNI GY -0.015
LOAD 4 LOADTYPE Live TITLE IMPOSED FLOOR LOAD
FLOOR LOAD
YRANGE 2465 2465 FLOAD -0.0002 GY
LOAD 5 LOADTYPE Dead TITLE EQUIPMENT LOAD
MEMBER LOAD
32 34 CON GY -30 193
36 38 CON GY -20 193
41 44 CON GY -40 166.5
47 50 CON GY -160 1083.5
55 CON GY -126 348.5
53 CON GY -126 140
47 50 CON GY -450 482.5
*load case 5 partial safety factor is multiplied by 1.2 to consider piping weight in each combination
*ULS:
*EQU condition
LOAD COMB 6 ULS:EQU CONDITION CASE 1
3 1.1 5 1.08 4 1.5
LOAD COMB 7 ULS:EQU CONDITION CASE 2
3 0.9 5 1.32 4 1.5
*STR/GEO condition)
LOAD COMB 8 ULS: STR/GEO CONDITION CASE 1
3 1.35 5 1.2 4 1.5
LOAD COMB 9 ULS: STR/GEO CONDITION CASE 2
5 1.62 3 1.0 4 1.5
*Frequent combination check for SLS
LOAD COMB 10 SLS: FREQUENT COMBINATION CASE 1
3 1.0 5 1.2 4 0.9
LOAD COMB 11 SLS: FREQUENT COMBINATION CASE 2
3 1.0 5 1.2 4 0.8
*seismic design condition
LOAD COMB 12 SEISMIC DESIGN COMBINATION CASE 1
3 1.0 5 1.2 1 1.0 2 0.3 4 0.8
LOAD COMB 13 SEISMIC DESIGN COMBINATION CASE 2
3 1.0 5 1.2 2 1.0 1 0.3 4 0.8
PERFORM ANALYSIS PRINT STATICS CHECK
PARAMETER 1
CODE EN 1993-1-1:2005
ALPHA 1 ALL
BEAM 3 ALL
BETA 1 ALL
C1 0.712 MEMB 13 TO 30 32 34 36 38 39 41 42 44 TO 51 53 55
C2 0.652 MEMB 13 TO 30 32 34 36 38 39 41 42 44 TO 51 53 55
C3 1.07 MEMB 13 TO 30 32 34 36 38 39 41 42 44 TO 51 53 55
CAN 1 MEMB 55
CMM 2 MEMB 19 TO 22 45 TO 51
CMM 4 MEMB 19 47 50
CMN 0.5 MEMB 13 TO 30 39 42 45 TO 51
CMN 0.7 MEMB 1 TO 12 31 TO 38 40 41 43 44 52 TO 55
DFF 325 ALL
ELB 0 ALL
FAB 3 ALL
GM0 1 ALL
GM1 1 ALL
GM2 1.25 ALL
KC 0.9 MEMB 13 TO 30 32 34 36 38 39 41 42 44 TO 51 53 55
KY 1 MEMB 1 TO 12 31 33 35 37 40 43 52 54
KZ 1 MEMB 1 TO 12 31 33 35 37 40 43 52 54
LY 2175 MEMB 15 18 19 21 23 25 27 TO 30 47 50 51
LZ 2175 MEMB 15 18 19 21 23 25 27 TO 30 47 50 51
LY 1635 MEMB 13 14 16 17 20 22 24 26 39 42 45 46 48 49
LZ 1635 MEMB 13 14 16 17 20 22 24 26 39 42 45 46 48 49
MTH 0 ALL
PY 25.48 ALL
RATIO 1 ALL
SBLT 0 ALL
TRACK 4 ALL
ZG 37.5 MEMB 23 TO 26
ZG 50 MEMB 13 TO 18 27 TO 44 50 52 53 55
ZG 62.5 MEMB 1 TO 12 19 TO 22 45 TO 49 51 54
CHECK CODE ALL
PARAMETER 2
CODE EN 1993-1-1:2005
STEEL MEMBER TAKE OFF ALL
FINISH

Dear all

I have furnished an FEM model for simple supported composite steel tub girder bridge for 60m curved span using shell and beam elements for steel and concrete deck. I am facing difficulty to get the maximum bending moment, shear force and torsion for design the box girder section. I am attaching the STAAD model for reference. I will appreciate for a prompt reply from the moderator and experienced users.

with thanks

Shailesh Rastogi

AECOM