Dear All,

I am using a pre-engineering steel beam in my calculation. Can anybody tell me how we can calculate the welding thickness for PEB? 

Thank you,

Hello all, 

I am using STAAD.Pro CONNECT Edition V22 Update 2, I tried to design steel model for strength and deflection using the last workflow, I noticed that if  used the AISC 360-10 it will only report the results of the latest check code command .On the other hand, if I used the AISC 360-16 with the same procedure I will find both parameter 1, parameter 2 and the maximum results for my members, Is this only available for the AISC360-16 ?
Do I have to use the command file for envelope commands if I used AISC360-10 




using  AISC 360-10 


using  AISC 360-16

Hi,

When modelling the slab with column above and below the slab, the support reactions (Std,Max or Min Reaction plan) does it show for below column only or below & above (with same column size & stiffness)?

I would like to know the values for punching shear check/design.

Please advise and thank you.

Regards,

Eric Mulyono

Hi.

i have to model a RCC building which was strengthened/jacketed (beams & columns) few years back. How to give the section properties?

The current RCC column size is 550 x 950. Before jacketing it was 350 x 750. the jacketing thickness was 100 mm on each of the 4 sides. the grade of 350 x 750 inner core was M15, whereas the jacketing was done with M35.

How to give the properties of the above column?

please ,

I need to know the story shear at each floor . My floor levels are as below 3.6 and 7.2,I defined the floor height as below *Floor height *3.6; 7.2, but in staad output there are a many floors between 0 and 3.6 / between 3.6 and 7.2

thank you

Hi,

I am doing design of steel structure using STAAD.Pro CONNECT Edition V22 Update 2 for Russian standard SP16.13330.2011.

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

121 GENERAL STABILITY CAN NOT BE CHECKED
FACTORS "ALPHA" AND "BETA" CAN NOT BE DEFINED BY SP16.13330.2011
(look Table 21) * ERROR *

133 GENERAL STABILITY CAN NOT BE CHECKED
FACTOR "C" CAN NOT BE DEFINED BY SP16.13330.2011
(look Table F.1) *ERROR*

Nitish

can anyone help me understand these 3 different options of Boundary connectivity  while creating a finite element mesh ?
I tried to use the define boundary segmentation option but the mesh was not developed in that case, is there is any restrictions for this option or when it is preferable to use it instead of optimization ? 

Good Afternoon, 

I have quick question regarding walls modeled above and how they are treated in Ram concept: If I model a wall above in order to capture the self weight of the wall is it in anyway treated as a support?

I have a popup structure on a PT slab and I wanted to model the walls above rather than applying a line load for the walls - Is this an incorrect approach or could it potentially represent a more accurate way of distributing that load throughout the slab by utilizing the FEM? 

Thank you! 

Hello,

My name is Lucas Norris and I am a senior civil engineering student attending Oklahoma State University and I am apart of the Steel Bridge design team. We are working on our design for this year's AISC Student Steel Bridge Competition and are having some trouble using STAAD Pro. We are wanting to analyze our structure using HSS members that are smaller than what is in the member library within the program when defining member properties. I know that there is a tab to define your own general cross section but it does not allow you to control the gauge/thickness of the section, is there a better way to customize your cross section? 

Thank you

Hi,

I'm designing slab using AS3600 and would like to clarify few things.

My initial load application is at 17 days. In accordance to that the k3 factor based on AS3600 is 1.21

I then also calculate k3 factor for 17 days based on ACI 209 which is 0.895.

For RAM input the modified creep factor is then 1.21/0.895 = 1.352.

With initial load application 17 days.

Is this approach correct?

Please advise

Thank you

Regards,

Eric Mulyono

Hi,

I'm comparing long term deflection results using RAM Load history deflection method and other software which adopt EC2 method (not kcs).

The result that I have is similar in result but different with regards to the deflection contour.

Could anyone please advise the difference between RAM Load history deflection and EC2 method?

I understand that EC2 does not consider load steps, aging coefficients etc.

Apart from these what are the fundamental different between these method that might affect the deflection contour?

Thank you very much

Regards,

Eric Mulyono

Dear sir / mam, now I am using Staad.pro version 22.02.00.26.

Post analysis display of RCC rectangular column results in the form of pictorial representation while clicking on the column member in analytical model does not show properly, relevant to the command design parameter command "RFACE 2" or "RFACE 3". In the Analysis output file it shows reinforcement equally distributed  about "z" axis or reinforcement equally distributed about "y" axis. 

in both the places the result is having ambiguity.

1) Correct and appropriate Pictorial representation of display of column design results as per the relevant case of design parameter (RFACE 2 or RFACE 3) command needs to be shown.

Otherwise, 2) In the Analysis output file it needs to show as "reinforcement equally distributed  about major axis"

or

"reinforcement equally distributed about minor axis" as per the relevant case of design parameter (RFACE 2 or RFACE 3)

I would like to reiterate the design parameter commands being used in the Staad.Pro., hereunder.

Design Parameters RFACE

(2) 2 faced distribution about major axis

(3) 2 faced distribution about minor axis

(4) Longitudinal reinforcements in column along 4 faces

Please do the needful.

In case if my understanding is not correct, kindly educate me in order to correct my mistakes.

Thanks & Regards,

S.Gnanasekaran, BE(Civil & Structural), FIE

Chartered Engineer

.

My problem is that I can't assign the connection tag.

"New Connection Tag" window is gone when I click the "Add".

Please give me your advise and knowledge.

I have tried both available versions on download center. The program installs without any error message. However, after double clicking, the software starts but shuts down in a couple of seconds. I thought its an operating system problem and reinstalled Windows yesterday. But that did not solve the issue either. I even checked whether my video card supports OPENGL and it does.

IN STAAD VERSION 22.01.00.39, following error is occuring

SECTION 0.057 0.5 0.942 MEMB 2
PRINT MEMBER SECTION FORCES LIST 2

The above command gives correct result for forces at first section i.e. 0.057 but incorrect forces for other two sections i.e. 0.5 and 0.942

The MOM Z at section 0.5 for Load 1 shall be 4.51. The result is correct if we put command as  SECTION 0.5 MEMB 2
PRINT MEMBER SECTION FORCES LIST 2

However, if we put command as 

SECTION 0.057 0.5 0.942 MEMB 2
PRINT MEMBER SECTION FORCES LIST 2

MOM Z forces for load 1 for Member 2 is coming Zero at Sections 0.5 and 0.942 which is incorrect.

Similarly other forces for subsequent section i.e. 2,3 in command (SECTION 1  2 3 MEMB 2) are also wrong in output file for other members too.

Kindly reply 

The member 2 is vertical member.

The same command used in previous versions of STAAD gave correct result

Please see attached input file.

When running Steel Auto Drafter , the program does not generates some Japanese Member.

Please see image and dxf file.

communities.bentley.com/.../New-Platform-18_2D00_11_2D00_19.STD

communities.bentley.com/.../10.dxf

Hi 

I have updated StaadPro new version yesterday.

In section wizard, there is no import dxf drawing as shown below.

In the previous version, the drawing (dxf) can be imported as per the figure below.

I need to get section properties of the attached profile which I could do in the previous version.

Could you please help to solve this issue?

Thanks

hello

i have inquiry please 

i performed  response spectrum analysis on two frames one is 3 times taller with the same plan aspect and mass modeling conditions and the response spectrum parameters (ss s1 i/r ..etc) but in my taller frame i have less base shear than the low rise one !!!

these are my dynamic outputs please explain how is that possible

_______________________________________for short frame_____________________________

RESPONSE LOAD CASE 3




MODAL WEIGHT (MODAL MASS TIMES g) IN KN GENERALIZED
MODE X Y Z WEIGHT

1 1.068942E-16 2.147618E-12 2.164033E+05 1.280504E+05
2 2.169288E+05 3.028567E-12 1.154666E-16 1.292189E+05
3 3.716795E-07 5.578019E-17 7.191551E-09 8.503200E+04
4 1.327550E-15 1.686426E-11 2.710489E+04 1.293648E+05
5 2.668100E+04 2.346449E-11 1.301591E-15 1.300631E+05
6 4.761421E-08 6.490041E-09 8.762706E-10 8.472806E+04
7 2.775870E-16 1.023103E-11 9.385213E+03 1.320870E+05
8 9.351056E+03 1.394326E-11 2.840403E-16 1.321813E+05
9 2.248085E-08 8.384772E-05 3.401304E-10 8.491972E+04
10 3.008414E-15 1.379569E-09 4.972024E+03 1.337340E+05
11 4.953296E+03 1.055990E-10 3.077627E-15 1.335088E+05
12 1.131288E-08 1.509100E-05 2.040598E-11 8.548437E+04
13 1.327564E-08 1.898851E+05 8.088219E-07 5.427588E+04
14 5.636599E+02 5.379552E-09 1.249530E-12 6.471248E+04
15 1.170098E-12 3.658078E-08 2.442235E+03 1.763973E+05
STAAD SPACE -- PAGE NO. 1189

16 2.545042E+03 2.977529E-10 2.057669E-13 1.585728E+05
17 7.301112E-13 4.208210E-07 6.872677E+02 6.012784E+04
18 2.503635E-08 4.736106E-06 1.132685E-06 8.893699E+04
19 1.436609E-10 4.798266E-05 6.577115E-07 4.785966E+04
20 4.732764E-08 1.377173E+04 1.123682E-06 4.860499E+04





CQC MODAL COMBINATION METHOD USED.
DYNAMIC WEIGHT X Y Z 2.692296E+05 2.692297E+05 2.692296E+05 KN
MISSING WEIGHT X Y Z -8.206749E+03 -6.557285E+04 -8.234663E+03 KN
MODAL WEIGHT X Y Z 2.610229E+05 2.036568E+05 2.609950E+05 KN


MODE ACCELERATION-G DAMPING
---- -------------- -------

1 0.12973 0.05000
2 0.13123 0.05000
3 0.13865 0.05000
4 0.39412 0.05000
5 0.39822 0.05000
6 0.42041 0.05000
7 0.68041 0.05000
8 0.68499 0.05000
9 0.71765 0.05000
10 0.73333 0.05000
11 0.73333 0.05000
12 0.73333 0.05000
13 0.73333 0.05000
14 0.73333 0.05000
15 0.73333 0.05000
16 0.73333 0.05000
17 0.73333 0.05000
18 0.73333 0.05000
19 0.73333 0.05000
20 0.73333 0.05000
STAAD SPACE -- PAGE NO. 1190

MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE
-----------------------------------------------------------
MOMENTS ARE ABOUT THE ORIGIN
MODE PERIOD FX FY FZ MX MY MZ

1 2.512 0.00 -0.00 -0.00 -0.00 0.00 -0.00
2 2.483 5465.89 -0.00 0.00 0.00 81988.35 -174852.87
3 2.350 0.00 0.00 -0.00 -0.00 0.00 -0.00
4 0.827 0.00 0.00 -0.00 0.00 0.00 0.00
5 0.818 2039.99 0.00 0.00 -0.00 30599.83 17021.91
6 0.775 0.00 0.00 -0.00 -0.00 0.00 0.00
7 0.479 0.00 -0.00 -0.00 -0.00 0.00 -0.00
8 0.476 1229.84 -0.00 0.00 0.00 18447.54 -10143.88
9 0.454 0.00 0.00 -0.00 -0.00 0.00 0.00
10 0.334 0.00 0.00 -0.00 0.00 0.00 0.00
11 0.332 697.42 0.00 0.00 -0.00 10461.36 4797.03
12 0.316 0.00 0.00 0.00 -0.00 0.00 0.00
13 0.276 0.00 0.01 0.00 -0.11 -0.00 0.13
14 0.256 79.36 0.00 -0.00 -0.00 1190.45 -13574.20
15 0.254 0.00 -0.00 0.00 0.00 -0.00 -0.00
16 0.250 358.34 -0.00 -0.00 0.00 5375.13 10375.63
17 0.248 0.00 0.00 0.00 -0.00 -0.00 0.00
18 0.239 0.00 -0.00 0.00 0.00 -0.00 -0.00
19 0.232 0.00 -0.00 0.00 0.00 -0.00 -0.00
20 0.228 0.00 0.00 -0.00 -0.05 0.00 0.06
STAAD SPACE -- PAGE NO. 1191

MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN
-------------------------------------- ------------------

MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z

1 0.00 0.00 80.38 0.000 0.000 80.379 0.00 0.00 0.00
2 80.57 0.00 0.00 80.574 0.000 80.379 5465.89 0.00 0.00
3 0.00 0.00 0.00 80.574 0.000 80.379 0.00 0.00 0.00
4 0.00 0.00 10.07 80.574 0.000 90.446 0.00 0.00 0.00
5 9.91 0.00 0.00 90.484 0.000 90.446 2039.99 0.00 0.00
6 0.00 0.00 0.00 90.484 0.000 90.446 0.00 0.00 0.00
7 0.00 0.00 3.49 90.484 0.000 93.932 0.00 0.00 0.00
8 3.47 0.00 0.00 93.957 0.000 93.932 1229.84 0.00 0.00
9 0.00 0.00 0.00 93.957 0.000 93.932 0.00 0.00 0.00
10 0.00 0.00 1.85 93.957 0.000 95.779 0.00 0.00 0.00
11 1.84 0.00 0.00 95.797 0.000 95.779 697.42 0.00 0.00
12 0.00 0.00 0.00 95.797 0.000 95.779 0.00 0.00 0.00
13 0.00 70.53 0.00 95.797 70.529 95.779 0.00 0.00 0.00
14 0.21 0.00 0.00 96.006 70.529 95.779 79.36 0.00 0.00
15 0.00 0.00 0.91 96.006 70.529 96.686 0.00 0.00 0.00
16 0.95 0.00 0.00 96.952 70.529 96.686 358.34 0.00 0.00
17 0.00 0.00 0.26 96.952 70.529 96.941 0.00 0.00 0.00
18 0.00 0.00 0.00 96.952 70.529 96.941 0.00 0.00 0.00
19 0.00 0.00 0.00 96.952 70.529 96.941 0.00 0.00 0.00
20 0.00 5.12 0.00 96.952 75.644 96.941 0.00 0.00 0.00
---------------------------
TOTAL SRSS SHEAR 6014.24 0.00 0.00
TOTAL 10PCT SHEAR 6018.97 0.00 0.00
TOTAL ABS SHEAR 9870.85 0.00 0.00
TOTAL CQC SHEAR 6051.70 0.00 0.00

________________________________________and tall frame ___________________________________________________

MODAL WEIGHT (MODAL MASS TIMES g) IN KN GENERALIZED
MODE X Y Z WEIGHT

1 7.103414E-16 8.977387E-12 6.162553E+05 3.165361E+05
2 6.246869E+05 1.144217E-11 8.990496E-16 3.302165E+05
3 9.244251E-08 2.863343E-16 1.730402E-09 2.544664E+05
4 1.599471E-14 4.259857E-11 1.121761E+05 3.513910E+05
5 1.048097E+05 5.781672E-11 1.531725E-14 3.564594E+05
6 2.421041E-08 5.294968E-11 5.211086E-10 2.518486E+05
7 3.261009E-15 1.707822E-11 3.020077E+04 3.869748E+05
8 2.955475E+04 2.386285E-11 3.317276E-15 3.894994E+05
9 3.477373E-08 1.727792E-05 9.592193E-10 2.540138E+05
10 1.568119E-14 1.414757E-10 1.495080E+04 3.974729E+05
11 1.473356E+04 2.251951E-10 1.586905E-14 3.987010E+05
12 2.262900E-08 2.931921E-10 4.250637E-10 2.556465E+05
13 1.663936E-14 2.510226E-09 8.707323E+03 4.012498E+05
14 8.623839E+03 5.318661E-09 1.766007E-14 4.027972E+05
15 1.548042E-10 6.631273E+05 6.022037E-12 3.309684E+05
STAAD SPACE -- PAGE NO. 91

16 1.665201E-08 6.729775E-11 3.441306E-10 2.562445E+05
17 4.796939E-13 8.366274E-10 5.773456E+03 4.116528E+05
18 5.600896E+03 1.835613E-09 5.368288E-13 4.241659E+05
19 7.254320E-09 1.780025E-10 2.652912E-10 2.562639E+05
20 1.116746E+03 4.567780E-09 3.819088E-13 2.569874E+05





CQC MODAL COMBINATION METHOD USED.
DYNAMIC WEIGHT X Y Z 8.145789E+05 8.145789E+05 8.145789E+05 KN
MISSING WEIGHT X Y Z -2.545253E+04 -1.514517E+05 -2.651515E+04 KN
MODAL WEIGHT X Y Z 7.891263E+05 6.631273E+05 7.880637E+05 KN


MODE ACCELERATION-G DAMPING
---- -------------- -------

1 0.00218 0.05000
2 0.00902 0.05000
3 0.03199 0.05000
4 0.11548 0.05000
5 0.11889 0.05000
6 0.13585 0.05000
7 0.21237 0.05000
8 0.21518 0.05000
9 0.22942 0.05000
10 0.30261 0.05000
11 0.30568 0.05000
12 0.32383 0.05000
13 0.39535 0.05000
14 0.39853 0.05000
15 0.41860 0.05000
16 0.41943 0.05000
17 0.48586 0.05000
18 0.48847 0.05000
19 0.51617 0.05000
20 0.55562 0.05000
STAAD SPACE -- PAGE NO. 92

MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE
-----------------------------------------------------------
MOMENTS ARE ABOUT THE ORIGIN
MODE PERIOD FX FY FZ MX MY MZ

1 8.888 0.00 -0.00 -0.00 -0.00 0.00 -0.00
2 8.509 1082.00 -0.00 0.00 0.00 16229.94 -104188.39
3 7.237 0.00 -0.00 -0.00 -0.00 0.00 -0.00
4 2.822 0.00 0.00 -0.00 0.00 0.00 0.00
5 2.741 2392.46 0.00 0.00 -0.00 35886.85 21936.76
6 2.399 0.00 0.00 -0.00 0.00 0.00 0.00
7 1.534 0.00 -0.00 -0.00 -0.00 0.00 -0.00
8 1.514 1221.06 -0.00 0.00 0.00 18315.97 -18632.89
9 1.420 0.00 0.00 -0.00 -0.00 0.00 0.00
10 1.077 0.00 0.00 -0.00 0.00 0.00 0.00
11 1.066 864.71 0.00 0.00 -0.00 12970.61 7016.34
12 1.006 0.00 -0.00 -0.00 0.00 0.00 0.00
13 0.824 0.00 -0.00 -0.00 -0.00 0.00 -0.00
14 0.818 659.88 -0.00 0.00 0.01 9898.16 -8714.17
15 0.779 0.00 0.00 -0.00 -0.01 0.00 0.01
16 0.777 0.00 0.00 -0.00 -0.00 0.00 -0.00
17 0.671 0.00 -0.00 -0.00 0.00 0.00 -0.00
18 0.667 525.28 -0.00 0.00 0.00 7879.23 11033.94
19 0.631 0.00 0.00 -0.00 0.00 0.00 0.00
20 0.587 119.13 0.00 -0.00 -0.00 1787.00 -17975.35
STAAD SPACE -- PAGE NO. 93

MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN
-------------------------------------- ------------------

MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z

1 0.00 0.00 75.65 0.000 0.000 75.653 0.00 0.00 0.00
2 76.69 0.00 0.00 76.688 0.000 75.653 1082.00 0.00 0.00
3 0.00 0.00 0.00 76.688 0.000 75.653 0.00 0.00 0.00
4 0.00 0.00 13.77 76.688 0.000 89.424 0.00 0.00 0.00
5 12.87 0.00 0.00 89.555 0.000 89.424 2392.46 0.00 0.00
6 0.00 0.00 0.00 89.555 0.000 89.424 0.00 0.00 0.00
7 0.00 0.00 3.71 89.555 0.000 93.132 0.00 0.00 0.00
8 3.63 0.00 0.00 93.183 0.000 93.132 1221.06 0.00 0.00
9 0.00 0.00 0.00 93.183 0.000 93.132 0.00 0.00 0.00
10 0.00 0.00 1.84 93.183 0.000 94.967 0.00 0.00 0.00
11 1.81 0.00 0.00 94.992 0.000 94.967 864.71 0.00 0.00
12 0.00 0.00 0.00 94.992 0.000 94.967 0.00 0.00 0.00
13 0.00 0.00 1.07 94.992 0.000 96.036 0.00 0.00 0.00
14 1.06 0.00 0.00 96.051 0.000 96.036 659.88 0.00 0.00
15 0.00 81.41 0.00 96.051 81.407 96.036 0.00 0.00 0.00
16 0.00 0.00 0.00 96.051 81.407 96.036 0.00 0.00 0.00
17 0.00 0.00 0.71 96.051 81.407 96.745 0.00 0.00 0.00
18 0.69 0.00 0.00 96.738 81.407 96.745 525.28 0.00 0.00
19 0.00 0.00 0.00 96.738 81.407 96.745 0.00 0.00 0.00
20 0.14 0.00 0.00 96.875 81.407 96.745 119.13 0.00 0.00
---------------------------
TOTAL SRSS SHEAR 3139.88 0.00 0.00
TOTAL 10PCT SHEAR 3139.88 0.00 0.00
TOTAL ABS SHEAR 6864.52 0.00 0.00
TOTAL CQC SHEAR 3255.00 0.00 0.00

almost half the base shear !!! on the high frame

Hello

I have a tower structure with inertial and wind loading. When I run a buckling analysis some load combinations fail to give a buckling load factor and report the warning that "Loads are in the opposite direction to the loads that would cause buckling". Some beams, at the base of the tower, are in compression due to the gravity load so I would expect these to buckle with sufficient load. Can anyone explain this?

Hi everyone,

Just wondering whether anybody in the community has noticed that a very useful Drop Down List is missing from STAAD.pro Connect Edition. Can someone confirm this issue? Does Bentley have any plan to add this feature back to any upcoming version of STAAD CE?

Using STAAD.pro V8i BEAVA, The RUN LOAD GENERATOR allows the user to request the software to create multiple live load results based on parameters (see below)

After running the generator in V8i, the user is able to EASILY select between the different load cases by simply using the DROP DOWN LIST available at the toolbars section (see below).

truck location based on Load case 5: 

truck location based on Load case 7: 

Thanks,