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I found something wrong in STAAD Pro. V8i SS6 about beam unbraced length and the respective analyzed results.

January 17, 2018, 9:09 am
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I found something wrong in STAAD Pro. V8i SS6 about beam unbraced length and the respective analyzed results with Canadian code.

Three identical beams with exception for the unbraced length parameters (LT,LY,LZ, UB and UT). Please see the comparison of STAAD results and values in CISC steel hand book 10th edition “beam selection table” below:

W200x27 section (fy=50 ksi)

Unbraced length              1.5ft(about 500mm)     11.5ft (about 3500mm)   13ft(about 4000mm)  25ft(about 7500mm)

STAAD Mz resistance      86.6kN-m                         83.9kN-m                             80.9kN-m                         55.8kN-m

Steel handbook table     86.6kN-m                         64.1kN-m                             56.0kN-m                          about 25kN-m

So, STAAD unbraced length parameters in this SS6 version don’t seem working right!?

Thanks

Alex

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Ram Connection and STAAD in SS6 or Connect Version

January 17, 2018, 9:10 am
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License

January 17, 2018, 9:38 am
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I sometimes get a warning asking me to activate design code license.

How do I activate this license.

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Seismic Load on Plate element

January 17, 2018, 10:50 am
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Hello,

I have modelled a culvert using 3D shell element. In order to apply the seismic load, which I have calculated manually in kN as a nodal load, How do I apply the nodal load for the whole laylength of the structure..

I have model 3 legged culvert for the lay length of 2.4m. I feel the nodal load should be divided by the lay length and multiplied by 1m in order to get realistic result.

I do not want to use the seismic definition,but, instead use my manual calculation input value.

can you help!

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Cannot generate Analytical File from Physical File

January 17, 2018, 11:58 am
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Model a raft foundation on compression only springs - multiple load cases

January 16, 2018, 7:14 am
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Hello

I am trying to model a concrete raft foundation on soil in STAAD. I have read the examples within STAAD help and also some of the discussion threads on here. However, I feel like they tend to contradict each other in parts. I am not getting sensible answers from STAAD, presumably relating to setting the compression only springs. I believe I have followed the example (UK_27) within the technical reference manual.

See below input file - I have removed the geometry for clarity. Can any of the STAAD team please review this and advise where I am going wrong.

Thanks

STAAD SPACE
SET NL 9

.....

ELEMENT PROPERTY
2 TO 1873 THICKNESS 0.3

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

CONSTANTS
MATERIAL CONCRETE ALL

SPRING COMPRESSION
1 to 1971 KFY

SUPPORTS
1 TO 1971 PLATE MAT DIRECT Y SUBGRADE 1000

LOAD 1 LOADTYPE None  TITLE FOUNDATION SW
ELEMENT LOAD
2 TO 1873 PR GY -7.2
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 2 LOADTYPE None  TITLE MODULE SW @ 0.5T/M2
JOINT LOAD
299 363 1613 1671 FY -21.56
315 331 347 1629 1645 1661 FY -43.13
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 3 LOADTYPE None  TITLE MODULE FLOOR LIVE @ 5KN/M2
JOINT LOAD
299 363 1613 1671 FY -22
315 331 347 1629 1645 1661 FY -44
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 4 LOADTYPE None  TITLE MODULE ROOF LIVE @ 0.75 KN/M2
JOINT LOAD
299 363 1613 1671 FY -3.3
315 331 347 1629 1645 1661 FY -6.6
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 5 LOADTYPE None  TITLE BASEMENT LIVE @ 1 KN/M2
JOINT LOAD
299 363 1613 1671 FY -4.4
315 331 347 1629 1645 1661 FY -8.8
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 6 LOADTYPE None  TITLE WIND IN FZ @ 3KN/M2
JOINT LOAD
299 363 1613 1677 FZ -44.5
299 363 1613 1677 MX -20
299 363 FY -72
1613 1677 FY 72
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 7 TITLE VERTICAL ONLY
REPEAT LOAD
1 1.0 2 1.0 3 1.0 4 1.0 6 1.0
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 8 TITLE MAX VERTICAL + WIND
REPEAT LOAD
1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD 9 TITLE MIN VERTICAL + WIND
REPEAT LOAD
1 1.0 2 1.0 5 1.0
PERFORM ANALYSIS PRINT STATICS CHECK
FINISH

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LOAD TRANSFER ISSUE WITH MASTER/SLAVE NODES

January 18, 2018, 1:41 am
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Hi everybody,

I am try to use master/slave function to transfer the load from the crane to the base slab.

I made an example as attached file to check it but find some unreasonable results. As captured in picture below, in load case DL1 I have applied only an Fx load of 10kN at master node 10. The problem is at the supports, there are reaction forces along the Z axis. Can anybody help me verify whether I have done something wrong or this is a bug of program?

I use Rigid slave direction to connect master node "10" to the slave nodes (6 12 14 15 17 19 20 22 24 ). For more details pls see my attached file.

Thank you,

communities.bentley.com/.../Structure1-_2D00_-Copy.std

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how to clear the warning?

January 18, 2018, 1:43 am
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what is this warning and how to do clear this warning ***WARNING -  INSTABILITY AT JOINT    78   DIRECTION = FZ

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could you please answer my question?

January 18, 2018, 1:50 am
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I've done my project. and my analysis result error is 0 and warning is ***WARNING -  INSTABILITY AT JOINT    78   DIRECTION = FZ 

so can you tell me my done project is sufficient or insufficient? 

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SP16.13330.2011 Design error

January 18, 2018, 2:34 am
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Hi,

I am doing design of Gantry steel structure using STAAD.Pro slect series 6 for Russian standard SP16.13330.2011.

After analysis was done, I am getting Error report like below:

8 CAN NOT BE CHECKED BY BUCKLING　

FACTOR "FIB" CAN NOT BE DEFINED BY SP16.13330.2011 　

FOR THIS CROSS SECTION (look at appendix G) * WARNING *　

* 8 CAN NOT BE CHECKED BY BUCKLING　

FACTOR "ETA" CAN NOT BE DEFINED BY SP16.13330.2011 　

(look Table E.2) * WARNING *　

ELEMENT WAS DESIGNED FOR STRENGTH ONLY　

8 L L120X120X10 PASS SP cl.7.1.3 0.36 13 　

1.352E+02 C 0.000E+00 0.000E+00 0.000E+00

This error is happening only to the Main leg member and for bracing and tie members there are no errors.

I am able to see the report on ANL file but unable to go for "Postprocessing".

I need help to solve the following two issue:

1. Remove errors on buckling.

2. Postprocessing.

Thank you in advance

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Skid Frame design

January 18, 2018, 3:20 am
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I want to design the skid frame for Gas Compression. I m going to use  Channel section for compressor placement and hollow pipe for the frame. How to join the members and what are the analysis should i have to do ?

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One way shear stress or two way shear stress?

January 18, 2018, 5:23 am
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Unity Checks

January 18, 2018, 11:56 am
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When I run my frame in STAAD Pro and look at the unity checks I get what is shown above. The max stress for Beam 446 is almost double the max stress for beam 144 but beam 144 has a higher unity ratio. Anyone now why this is? I have posted the last part of my code below. Thank you in advance.

PERFORMANALYSISPRINTSTATICSCHECK

PRINTMEMBERFORCESALL

PARAMETER1

CODEAPI

FYLD7200ALL

CHECKCODEALL

PERFORMANALYSIS

*SELECT ALL

PARAMETER3

CODEAPI

FYLD7200ALL

RATIO1.7ALL

CHECKCODEALL

PERFORMANALYSIS

PARAMETER4

CODEAPI

FYLD7200ALL

FINISH

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tunnel

January 18, 2018, 5:26 pm
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*ERROR* NO UNSUPPORTED MASSES ENTERED - CHECK DENSITIES???

January 19, 2018, 12:41 am
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Hello,

I came across above warning, inspite of providing density in material.

input file for the same is:


STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 19-Jan-18
END JOB INFORMATION
INPUT WIDTH 79
UNIT MMS KG
JOINT COORDINATES
1 0 0 0; 2 1000 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC EN
E 21406.7
POISSON 0.3
DENSITY 7.85e-006
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 23.955 FU 36.7 RY 1.5 RT 1.2
G 8256.88
END DEFINE MATERIAL
CONSTANTS
MATERIAL EN ALL
MEMBER PROPERTY INDIAN
1 TABLE ST ISMB150
SUPPORTS
1 2 PINNED
LOAD 1 LOADTYPE None TITLE FREQUENCY CALCULATION
SELFWEIGHT X 1
SELFWEIGHT Y 1
SELFWEIGHT Z 1
MEMBER LOAD
1 CON GY 2000 500
1 CON GX 2000 500
1 CON GZ 2000 500
MODAL CALCULATION REQUESTED
PERFORM ANALYSIS
FINISH

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RE : Hole in Plate

January 19, 2018, 3:05 am
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Hi

I have created a cylindrical tank structure.. I have created this through structure wizard which has in-built geometry of cylinder. I had entered basic dimensions and it created FEA geometry.. Now, I have come across where I had to create hole in the structure to allow for nozzles and run analysis..

Is there any easy way out ?

Thanks

Pareshkumar Shah

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wind load direction staad report

January 19, 2018, 5:34 am
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Greeting ,

THE ATTACHED PIC IS REPRESENT MY PROBLEM PLEASE HELP ME TO GET RID OF THIS , BECAUSE  I  RECEIVED  A COMMENT ROM THE CONSULTANT REGARDING TO THIS 

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P-Delta Analysis on structures supported on Soil

January 19, 2018, 12:11 pm
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*I am running P-Delta Analysis on a reinforced concrete tank

PDELTA ANALYSIS CONVERGE 2 SMALLDELTA

*The bottom of the tank is supported on soil and I am using foundation support as follows:

SUPPORTS
2578 TO 3393 PLATE MAT DIRECT Y SUBGRADE 31 PRINT COMPRESSION

*The analysis gives my many warnings about instability which I am assuming though to Compression only support definition (see above line).  

*so I went ahead and changed the support definition to get rid of compression only as follows:

SUPPORTS
2578 TO 3393 PLATE MAT DIRECT Y SUBGRADE 31 PRINT

*I then ran the P-Delta analysis and all the warnings went away. 

*Question is: Compression only supports do not work with P-Delta analysis? 

*Using the normal "PERFORM ANALYSIS" does not give me any warning with the following: 

SUPPORTS
2578 TO 3393 PLATE MAT DIRECT Y SUBGRADE 31 PRINT COMPRESSION

Thank You in advance. 

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Ram Concept - Implementation of ACI 318 18.9.3.3

January 19, 2018, 3:13 pm
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ACI 318 18.9.3.3 includes an equation to calculate minimum reinforcement by the maximum gross cross-sectional area in two orthogonal directions.  Is this implemented in RAM Concept?  I could not verify that it is and could not find a code reference indicating that it may be evaluated independently in each direction.

Thank you

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http://supplementexamine.com/erexa-tropin-review/

January 20, 2018, 9:59 am
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http://supplementexamine.com/erexa-tropin-review/

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