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RAM Elements and Stiffness

February 27, 2018, 4:08 pm
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communities.bentley.com/.../ring8-8-Nodes.etzcommunities.bentley.com/.../ring8_5F00_2.etz

So I was analyzing a steel ring and was trying different beam sizes to see the affect of that on the different increments (each is like a small beam). It appears that there is no change in the moment or axial load due to the change in stiffness. To double check I changed it to a rhombus shape just to make sure the amount of nodes are not affecting the members. Is there a problem with RAM Elements when changing the member stiffness of the beam. 

P.s. I have attached both models to make it easier to view them.

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RAM Connection report

February 27, 2018, 6:03 pm
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Hi Team,

In RAM Connection report, how can I show the software I am using is the license software? Or how can the customer know RAM Connection software  is software license when they look at its report?

Thanks in advance.

Best Regards,

Ta Bui Trung Anh

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LIMCON connection for HSS/Angle bracing slotted with gusset and welded into corner of column and beam

February 27, 2018, 6:23 pm
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Why LIMCON won't support connection for HSS/Angle bracing slotted with gusset and welded  into corner of column and beam? Is is one of the most common bracing conneciton for pre-fabricated steel module for oil and gas / mining projects.

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Structural Synchronizer - (revit --> SS nodes moved)

February 27, 2018, 7:13 pm
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Hi,

We are trying to create a microstran model from a revit file. When the Structural Synchronizer (SS) model is created, additional nodes are created at the bracing locations (Refer to attached models). We think that it is using the center-line of the physical model to create the SS model. Is there a way to use the analytical model instead of the physical model?

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Limited displacement

February 28, 2018, 8:21 am
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Hi All,

I have two columns with about 45mm gap in between under independant loadings. One column tends to deform and finally lean on the next column after 45 mm of free deformation. Does anybody have any idea how this could be modeled in STAAD?

Thanks

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cantilever beam

February 28, 2018, 2:41 pm
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I am getting a warning on a cantilever beam.  It is saying the deflection check of that member will not be preformed as service envelope not provided.  I am not sure how the fix this.

Orin Ortego

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Member properties not shown in -STAAD.pro Advanced CONNECTEDITION

February 28, 2018, 8:51 pm
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Hello sir,

We use STAAD.PRO CONNECT EDITION,

when we add member properties; we can not see  properties  size.

refer below snap.

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known issues in StaadPro connect edition

March 1, 2018, 5:44 am
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are known issues in StaadPro connect edition have been resolved?

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ACELERACIONES EN RAM ELEMENTS Y DESPLAZAMIENTOS RAM ELEMENTS 13

March 1, 2018, 7:54 am
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hola quisiera saber en que parte del analisis modal me muestra la "aceleración espectral para cada modo de vibrar de la estructura "  (y las unidades) de los resultados dados por el programa para el análisis modal, ademas vi en otro post que para obtener el desplazamiento modal se da la siguiente ecuacion:

Dreal = Dmodal * Acel/G / w2

 Donde:

Dreal es el desplazamiento real de ese nudo y para ese modo de vibrar.

Dmodal es el desplazamiento modal (relativo) del nudo

Acel/G es la aceleración del sismo sobre la gravedad, obtenida del espectro de respuesta para el período del modo actual

W es 2*pi/Período

Dreal, en que unidades?

Dmodal, segun el programa es phi, me imagino que es en rad

Acel/G supongo que es una unidad adimensional

w^2, estas son en (Rad/seg)^2

abajo  adjunto un ejemplo de como el programa ram elements me muestra el analisis modal

FRECUENCIAS POR MODO:

 

     MODO                        W                          T

                          [RAD/SEG]                  [SEG]

-----------------------------------------------------

     1                              2.26               2.78019

     2                              2.91               2.15911

     3                              2.95               2.12947

     4                              7.51               0.83683

     5                              9.75               0.64474

     6                              9.77               0.64291

     7                            14.33               0.43853

     8                            18.62               0.33750

     9                            18.79               0.33436

     10                          22.36               0.28099

-----------------------------------------------------

 

MASA TOTAL

 

  GDL               Masa Total

                     [Ton/m*Sec2]

-----------------------------------

  TX                          177.41

  TY                              0.00

  TZ                          177.41

  RX                              0.00

  RY                      14391.39

  RZ                              0.00

-----------------------------------

 

 

MODOS DE VIBRAR

 

Desplazamientos normalizados a PHI*M*PHI=1

 

Modo de vibrar  : 1

--------------------------

W = 2.26    [RAD/SEG]                   PERIODO = 2.78019 [SEG]

 

DESPLAZAMIENTOS

 

Nudo               Tras.X         Tras.Y         Tras.Z          Rot.X          Rot.Y          Rot.Z

                            [phi]            [phi]            [phi]      [phiRot]      [phiRot]      [phiRot]

-----------------------------------------------------------------------------------------------------------------------

78                 0.00E+00     0.00E+00     1.79E-02     0.00E+00     0.00E+00     0.00E+00

79                 0.00E+00     0.00E+00     4.90E-02     0.00E+00     0.00E+00     0.00E+00

80                 0.00E+00     0.00E+00     7.80E-02     0.00E+00     0.00E+00     0.00E+00

81                 0.00E+00     0.00E+00     9.91E-02     0.00E+00     0.00E+00     0.00E+00

82                 0.00E+00     0.00E+00     1.11E-01     0.00E+00     0.00E+00     0.00E+00

-----------------------------------------------------------------------------------------------------------------------

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Changing Composite Action Value with Loading

March 1, 2018, 1:01 pm
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I have noticed that the percent composite action of my beams changes when I vary the loading. Why is this happening? Shouldn't my composite action remain the same regardless of loading?

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RAM Steel Beam Slenderness Calculations

March 1, 2018, 4:23 pm
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Hi Guys,

We were having some issues with using the RAM Steel Beam Designer.  We are designing to AS4100 and AS2327.1 for composite beam design.

Many of the beams that we wish to check as composite are returning an error, saying that the web is slender.  This is for a 410UB53.7, yield stress 360MPa.  When we perform the same slenderness checks to code by hand, the web is definitely not slender.

We were just hoping someone can shed some light on this and perhaps clarify the nature of the slenderness calculations that RAM seems to be performing?

Thanks  

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Is it possible to apply the wind load perpendicular to a wall that does not align with a global axis?

March 1, 2018, 10:34 pm
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I have a model of a portal frame that is linked a to a revit model using structural synchronizer. The structure is a substructure, this section of the building is at 10deg to the main structure. Therefore my model does not align with the global axis. When i defined the wind loads, they are aligned to the global axis. it is possible to align the wind load perpendicular to the wall without rotating the structure? I suppose a work around is to resolve the wind pressure coefficient into X and Y components. Is there a better solution?

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RAM CONNECTION - HOW TO CUSTOMIZE THE JIS B1186 F10T OR S10T BOLTS ?

March 2, 2018, 3:10 am
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Hi Sir,

I would like to use JIS B1186 F10T or S10T bolts for connection design based on AISC code ? But how to customize it ? The current RAM connection version is only limited to A307, A325 and A490 bolts only.

Thanks.

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RAM CONNECTION - STABILIZER PLATE

March 2, 2018, 3:34 am
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Hi Sir,

Sometimes I will have warning of "Stabilizer plate is required" for some single plate BG connection. May I know what is stabilizer plate ?

Thanks.

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RAM connection design of Fin plate

March 2, 2018, 4:56 am
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Hello,

I have attached screen shot of RAM connection report about punching failure of support beam or column plate.

I think RAM interpret it opposite to SCI P358 p128.

I am not sure who is right?

Please clarify.

Regards,

Vishal

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Got this message "ERROR: MINUS AT COLUMN 16 CANNOT BE FOLLOWED BY A BLANK" when ruining STAAD with wind loads. What does it mean? Can anyone help?

March 2, 2018, 11:19 am
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Got this message "ERROR: MINUS AT COLUMN 16 CANNOT BE FOLLOWED BY A BLANK" when ruining STAAD with wind loads.
What does it mean? Can anyone help?

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COMPRESSION SPRING ONLY FOR UPLIFT WATER PRESSURE FOR STRUCTURE UNDERGROUND

March 3, 2018, 5:18 am
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Hi,

I am modelling a box section built underground, it has to be checked for upward buoyancy load. To find the moments and shear forces I had applied compression only spring for upward load, can anyone check the correctness of the approach adopted.

STAAD PLANE BOX ANALYSIS OF SIZE 0.6 X 0.6
START JOB INFORMATION
ENGINEER DATE 03-Mar-18
END JOB INFORMATION
UNIT METER MTON
JOINT COORDINATES
1 0 0 0; 2 0.121 0 0; 3 0.242 0 0; 4 0.363 0 0; 5 0.483 0 0;
6 0.604 0 0; 7 0.725 0 0; 8 0 0.75 0; 9 0.725 0.75 0; 10 0.0625 0 0;
11 0.6625 0 0;
MEMBER INCIDENCES
1 1 10; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 11 7; 7 1 8; 8 7 9; 9 8 9;
10 10 2; 11 6 11;
MEMBER PROPERTY AMERICAN
1 TO 6 10 11 PRIS YD 0.15 ZD 1
7 8 PRIS YD 0.125 ZD 1
9 PRIS YD 0.15 ZD 1
DEFINE MATERIAL START
ISOTROPIC MATERIAL
E 3e+006
POISSON 0.15
DENSITY 2.5
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
CONSTANTS
MATERIAL MATERIAL ALL
SUPPORTS
1 FIXED BUT FZ MX MY MZ KFY 46.875
7 FIXED BUT FX FZ MX MY MZ KFY 46.875
3 TO 5 FIXED BUT FX FZ MX MY MZ KFY 181.25
10 11 FIXED BUT FX FZ MX MY MZ KFY 90.625
2 6 FIXED BUT FX FZ MX MY MZ KFY 134.375
LOAD 1 DEAD LOADS
SELFWEIGHT Y -1
MEMBER LOAD
9 UNI GY -10
LOAD 2 PLL PEDESTRIAN LIVE LOAD
MEMBER LOAD
9 UNI GY -0.4
LOAD 3 EARTH PRESSURE LEFT
MEMBER LOAD
7 TRAP GX 5.825 5.075 0 0.75
LOAD 4 EARTH PRESSURE RIGHT
MEMBER LOAD
8 TRAP GX -5.825 -5.075 0 0.75
LOAD 5 LL SURCHARGE LEFT
MEMBER LOAD
7 TRAP GX 1.2 1.2 0 0.75
LOAD 6 LL SURCHARGE RIGHT
MEMBER LOAD
8 TRAP GX -1.2 -1.2 0 0.75
LOAD 7 EARTH PRESSURE SUBMERGED
MEMBER LOAD
7 TRAP GX 7.238 6.113 0 0.75
8 TRAP GX -7.238 -6.113 0 0.75

PERFORM ANALYSIS
CHANGE
SUPPORTS
1 FIXED BUT FZ MX MY MZ KFY 46.875
7 FIXED BUT FX FZ MX MY MZ KFY 46.875
3 TO 5 FIXED BUT FX FZ MX MY MZ KFY 181.25
10 11 FIXED BUT FX FZ MX MY MZ KFY 90.625
2 6 FIXED BUT FX FZ MX MY MZ KFY 134.375
SPRING COMPRESSION
2 to 6 10 11 KFY
LOAD 8 UPWARD WATER PRESSURE
MEMBER LOAD
1 TO 6 10 11 UNI GY 0.75
LOAD 9 COMBINATION LOAD CASE 9 (FACTORED)
REPEAT LOAD
1 1.5 2 1.5 3 1.5 4 1.5 5 1.5 6 1.5
LOAD 10 COMBINATION LOAD CASE 10 (FACTORED SUBMERGED EARTH PRESSURE)
REPEAT LOAD
1 1.5 2 1.5 7 1.5 5 1.5 6 1.5 8 1.5
LOAD 11 COMBINATION LOAD CASE 11 (UNFACTORED)
REPEAT LOAD
1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0
LOAD 12 COMBINATION LOAD CASE 12 (UNFACTORED SUBMERGED EARTH PRESSURE)
REPEAT LOAD
1 1.0 2 1.0 7 1.0 5 1.0 6 1.0 8 1.0
PERFORM ANALYSIS PRINT STATIC CHECK
FINISH

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AisiBoxLip Shear Capacity

March 3, 2018, 8:31 pm
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Hola, he tratado de hacer un diseño con la tabla "aisiBoxlip.leo" y no hace el diseño por cortante en el eje mayor 33. Será algún problema con la macro?. El modulo no puede calcular el "shear capacity" y hacer la verificación. Pienso que el problema es la macro aisiBoxlip.

Necesito su Ayuda

Saludos

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Staad Foundation file (.SFA) cannot be opened after analysis is completed successfully

March 4, 2018, 7:58 pm
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Applying wind loads to large steel framed structure

March 4, 2018, 9:05 pm
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Hi,

I am trying to use the automatic wind load generation tools in staad pro to distribute the wind loads to a large portal frame. 

I have tried a number of ways to distribute the loads. The only way I can get the one-way distribution that i would like is to model dummy beams spanning between the columns. Is it possible to model these beams for the generation of loads only and not consider them in the analysis. As a work arround, i am using a dummy E of 2GPa. (1% of steel) for the members.

Is there a better way to distribute the loads to this portal frame?

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