Quantcast
Channel: RAM | STAAD Forum - Recent Threads
Viewing all 23543 articles
Browse latest View live
↧

RE: Design - Deflection Check / Print Maximum ratio

January 9, 2017, 10:27 am
$
0
0

If there are multiple design sets, the results for the last set is displayed in the Beam Unity check tables or when plotting the design ratios. More explanation on this and a couple of workarounds can be found in the following wiki

The good news is that, this limitation in the software, which has existed for years, is going to be addressed in the near future as major changes in the software architecture is being carried out. For now, if you have two sets of designs, the only way to see the results for both sets would be using the analysis output file and each would report it’s own critical ratio. The only way to get STAAD.Pro to report the critical out of the strength and the deflection checks, is to include both strength and serviceability envelopes as part of the LOAD LIST ENV command.  

↧
Search

Design - Deflection Check / Print Maximum ratio

January 9, 2017, 7:50 am
$
0
0

For Steel structures we use 2 parameters set:

First one is to design the steel structures per code requirements (ASD, LRFD)
Second one is to obtain check deflections from STAAD (output file)

*
*************************************************************************************
*
***------------------------STEEL DESIGN-------------------------
***------------------------DESIGN PARAMETERS-------------------------
*
************************************************************************************
*
LOAD LIST 200 210 220 230 TO 233 240 TO 247 250 TO 253 260 TO 267 270 TO 273 -
280 TO 287
*
************************************************************************************
*
PARAMETER 1
CODE AISC UNIFIED 2010
*
************************************************************************************
*
* MATERIALES
*
* A992 - A572 GRADE 50 (Fy = 50ksi - Fu = 65ksi) / W-SHAPES, HP-SHAPES
* t/M² = FYLD 35150 - FU 45696
*
FU 45696 MEMB _C-1
FU 45696 MEMB _V-1
FU 45696 MEMB _V-2
FU 45696 MEMB _V-3
FU 45696 MEMB _V-4
FU 45696 MEMB _CV-1
FU 45696 MEMB _CV-2
*
FYLD 35150 MEMB _C-1
FYLD 35150 MEMB _V-1
FYLD 35150 MEMB _V-2
FYLD 35150 MEMB _V-3
FYLD 35150 MEMB _V-4
FYLD 35150 MEMB _CV-1
FYLD 35150 MEMB _CV-2
*
* A36 (Fy = 36ksi - Fu = 58ksi) / M & S-SHAPES, CHANNELS, ANGLES
* t/M² = FYLD 25308 - FU 40775
*
FU 40775 MEMB _CH-1
*
FYLD 25308 MEMB _CH-1
*
* A500 GRADE B (Fy = 46ksi - Fu = 58ksi) / ROUND & RECTANGULAR HSS
* t/M² = FYLD 32338 - FU 40775
*
************************************************************************************
*
*** As per steel construction manual chapter E para E2 KL/ry for compresion
* member preferably should not exceed 200
*
MAIN 200 MEMB _C-1
MAIN 200 MEMB _V-1
MAIN 200 MEMB _V-3
MAIN 200 MEMB _V-4
MAIN 200 MEMB _CV-1
MAIN 200 MEMB _CV-2
MAIN 200 MEMB _CH-1
*
*** As per steel construction manual chapter D para D1 KL/ry for Tension
** member preferably should not exceed 300
*
TMAIN 300 MEMB _C-1
TMAIN 300 MEMB _V-1
TMAIN 300 MEMB _V-3
TMAIN 300 MEMB _V-4
TMAIN 300 MEMB _CV-1
TMAIN 300 MEMB _CV-2
TMAIN 300 MEMB _CH-1
*
RATIO 0.9 MEMB _C-1
RATIO 0.9 MEMB _V-1
RATIO 0.9 MEMB _V-2
RATIO 0.9 MEMB _V-3
RATIO 0.9 MEMB _V-4
RATIO 0.9 MEMB _CV-1
RATIO 0.9 MEMB _CV-2
RATIO 0.9 MEMB _CH-1
*
NSF 0.8 MEMB _C-1
NSF 0.8 MEMB _V-1
NSF 0.8 MEMB _V-2
NSF 0.8 MEMB _V-3
NSF 0.8 MEMB _V-4
NSF 0.8 MEMB _CH-1
NSF 0.8 MEMB _CV-1
NSF 0.8 MEMB _CV-2
*
LZ 2.7 MEMB _V-1
LZ 3.45 MEMB _V-2
LZ 3.45 MEMB _V-3
LY 5.4 MEMB _V-1
LZ 3.45 MEMB _V-2
LY 3.45 MEMB _V-3
*
UNB 5.4 MEMB _V-1
UNT 5.4 MEMB _V-1
UNB 3.45 MEMB _V-2
UNT 3.45 MEMB _V-2
UNB 3.45 MEMB _V-3
UNT 3.45 MEMB _V-3
*
KY 1 MEMB _C-1
KZ 1 MEMB _C-1
*
METHOD ASD
*
TRACK 0 MEMB _C-1
TRACK 0 MEMB _V-1
TRACK 0 MEMB _V-2
TRACK 0 MEMB _V-3
TRACK 0 MEMB _V-4
TRACK 0 MEMB _CH-1
TRACK 0 MEMB _CV-1
TRACK 0 MEMB _CV-2
*
CHECK CODE MEMB _C-1
CHECK CODE MEMB _V-1
CHECK CODE MEMB _V-2
CHECK CODE MEMB _V-3
CHECK CODE MEMB _V-4
CHECK CODE MEMB _CH-1
CHECK CODE MEMB _CV-1
CHECK CODE MEMB _CV-2
*
STEEL TAKE OFF ALL
*
************************************************************************************
*
***------------------------ DEFLECTION CHECK -------------------------
*
************************************************************************************
*
LOAD LIST ENV 10
*
************************************************************************************
*
PARAMETER 2
CODE AISC UNIFIED 2010
*
************************************************************************************
*
* MATERIALES
*
* A992 - A572 GRADE 50 (Fy = 50ksi - Fu = 65ksi) / W-SHAPES, HP-SHAPES
* t/M² = FYLD 35150 - FU 45696
*
FU 45696 MEMB _C-1
FU 45696 MEMB _V-1
FU 45696 MEMB _V-2
FU 45696 MEMB _V-3
FU 45696 MEMB _V-4
FU 45696 MEMB _CV-1
FU 45696 MEMB _CV-2
*
FYLD 35150 MEMB _C-1
FYLD 35150 MEMB _V-1
FYLD 35150 MEMB _V-2
FYLD 35150 MEMB _V-3
FYLD 35150 MEMB _V-4
FYLD 35150 MEMB _CV-1
FYLD 35150 MEMB _CV-2
*
* A36 (Fy = 36ksi - Fu = 58ksi) / M & S-SHAPES, CHANNELS, ANGLES
* t/M² = FYLD 25308 - FU 40775
*
FU 40775 MEMB _CH-1
*
FYLD 25308 MEMB _CH-1
*
* A500 GRADE B (Fy = 46ksi - Fu = 58ksi) / ROUND & RECTANGULAR HSS
* t/M² = FYLD 32338 - FU 40775
*
************************************************************************************
*
DFF 480 MEMB _V-1
DFF 480 MEMB _V-2
DFF 480 MEMB _V-3
DFF 480 MEMB _V-4
*
* V-1
DJ1 7 MEMB 17 18
DJ2 9 MEMB 17 18
DJ1 9 MEMB 19 20
DJ2 11 MEMB 19 20
DJ1 17 MEMB 37 38
DJ2 19 MEMB 37 38
DJ1 19 MEMB 39 40
DJ2 21 MEMB 39 40
DJ1 27 MEMB 60 61
DJ2 29 MEMB 60 61
DJ1 29 MEMB 62 63
DJ2 31 MEMB 62 63
* V-2
DJ1 7 MEMB 21 31
DJ2 17 MEMB 21 31
DJ1 11 MEMB 26 36
DJ2 21 MEMB 26 36
DJ1 17 MEMB 41 54
DJ2 27 MEMB 41 54
DJ1 21 MEMB 49 59
DJ2 31 MEMB 49 59
* V-3
DJ1 8 MEMB 22 32
DJ2 18 MEMB 22 32
DJ1 9 MEMB 23 33
DJ2 19 MEMB 23 33
DJ1 10 MEMB 24 34
DJ2 20 MEMB 24 34
DJ1 18 MEMB 43 55
DJ2 28 MEMB 43 55
DJ1 19 MEMB 45 56
DJ2 29 MEMB 45 56
DJ1 20 MEMB 47 57
DJ2 30 MEMB 47 57
*
METHOD ASD
*
TRACK 0 MEMB _V-1
TRACK 0 MEMB _V-2
TRACK 0 MEMB _V-3
TRACK 0 MEMB _V-4
*
CHECK CODE MEMB _V-1
CHECK CODE MEMB _V-2
CHECK CODE MEMB _V-3
CHECK CODE MEMB _V-4
*
STEEL TAKE OFF ALL
*
************************************************************************************
*

this in order to obtain the deflection check from STAAD output, but when verifying the ratios with symbols and labels / design results or from postprocessing / beam / unity check, only the second parameter results are shown even when the first parameter result is the maximum ratio, is there a way to make both analysis and obtain both results (design and deflection check) but when checking the ratio's diagram obtain the maximum one (the critical condition)?

If yes can you explain the steps to obtain this?

↧
↧

RE: Review of Shed Design - Truss member failing

January 9, 2017, 12:08 pm
$
0
0
I did a quick check of the model and here are a couple of observations

Although there are members in your model which actually have ratios > 1 but you have also set the RATIO to 0.8 for all the members which would mean that any member having utilization ratio > 0.8 would be considered as failed. There are members which have 0.8 < ratio < 1 and these are being flagged as failed because of that.

You should add the LOAD LIST ENV command as show next to limit the design to these combinations only
…
LOAD LIST ENV 1 2
PARAMETER 1
CODE BS5950
…
↧

RE: PLATES

January 9, 2017, 1:53 pm
↧

RE: RAM SBeam V05.02.00: Unshored Composite Beam Design Question: Pre-Composite Deflection Calculation

January 9, 2017, 1:57 pm
$
0
0
Your thread was in an unmonitored area of the site so I moved it.
You are right in your first paragraph. Construction LL is only used in strength design. Any construction load that needs to be part of the initial deflection check has to be construction dead load type.
↧
↧

RAM SBeam V05.02.00: Unshored Composite Beam Design Question: Pre-Composite Deflection Calculation

April 18, 2016, 12:10 pm
$
0
0

Hello,


I am new to the RAM SBeam program and have a very basic question:

In the Deflection Criteria / Composite - Unshored dialog box, we are asked to provide the Initial (Construction DL + Construction LL) deflection criteria.  When reviewing beam design results for Initial (Pre-composite) criteria, it appears that both Construction DL plus LL is considered when determining the required strength of the beam, and Construction DL only is is considered for initial deflection limits.  This premise seems to be supported by the technical documents in the Bentley site. 

Question:  Is there ever a time when Construction LL is considered when determining the initial beam deflection?  Is there a way to include Construction LL into the initial beam deflection calculation?  The listing of both Construction Dead plus Live Loads in the Deflection Criteria dialog box makes me wonder if I am missing something basic here.

Thanks for your help!

-"Newbie"

     

↧

RE: COL strip width

January 9, 2017, 2:04 pm
$
0
0
Your thread was in an unmonitored area of the site so I moved it. The width of the strip determines the demand to some degree, but if it's a one-way slab supported by beams, most of the demand should be at or near the stem, so making the strip wider won't contribute much additional demand. The capacity would presumably increase unless you have some sort of strip trimming employed.
↧

COL strip width

February 26, 2016, 5:55 pm
$
0
0

1-I am modelling a one way prestressed slab supported on PT beams that are in turn supported on PT Girders. I used RAm  concept and when I use Full width for the col strip calc, I get a more similar cracking to the one I am seeing that CODE T beam.. I would appreciate your help in terms of , which setting should/is more appropriate to use.

2- I have also set the boundaries for teh CS so I selected manual instead of automatic for that one, iN case it has any effect

↧
Search

RE: PLATES

January 9, 2017, 4:32 pm
$
0
0
Plate elements used in STAAD.Pro are hybrid elements based on standard Mindlin plate theory which can be found in most textbooks on FEA. The theory is explained within section 1.6.1 of the technical reference manual.

The following wiki contains information on when to use what elements. Of course these are most of a thumb rule and aimed at providing an overall guidance
communities.bentley.com/.../8445.member-plate-and-solid-which-one-to-use
↧
↧

PLATES

October 4, 2016, 9:34 pm
$
0
0

What is the criteria adopted to differentiate the plate as thick and thin ? In staad what is the theory adopted for plate analysis ? When a structure can be considered as plate,solid,surface ? What is meant by hybrid elements in staad ? 

↧

RE: Equilibrium check of Nodal Reaction with the Plate Shear Stresses

January 9, 2017, 4:51 pm
$
0
0

Use the PRINT ELEMENT JOINT FORCE command ( example provided below ) which would list the joint forces at each node of the element

PRINT ELEMENT FORCE LIST 3 4

↧

RE: Equilibrium check of Nodal Reaction with the Plate Shear Stresses

January 9, 2017, 5:56 pm
$
0
0

Thanks for your prompt reply sir. I tried using this command to evaluate the plate corner forces and following is the output:

    GLOBAL CORNER FORCES

JOINT     FX          FY          FZ          MX          MY          MZ

              ELE.NO.      3 FOR LOAD CASE     1

    3  0.0000E+00  9.2707E+02  0.0000E+00 -1.3664E+06  0.0000E+00  3.8886E+05

    4  0.0000E+00  1.1352E+03 0.0000E+00 -1.3798E+06  0.0000E+00 -4.3929E+05

   12  0.0000E+00 -9.6465E+02  0.0000E+00  1.7141E+05  0.0000E+00  7.2959E+04

   11  0.0000E+00 -1.0977E+03  0.0000E+00  5.8739E+04  0.0000E+00 -1.7946E+05

              ELE.NO.      4 FOR LOAD CASE     1

    4  0.0000E+00  1.1942E+03 0.0000E+00 -1.3903E+06  0.0000E+00  4.4893E+05

    5  0.0000E+00  8.9741E+02  0.0000E+00 -1.3618E+06  0.0000E+00 -3.6942E+05

   13  0.0000E+00 -1.1662E+03  0.0000E+00  2.1773E+04  0.0000E+00  2.2990E+05

   12  0.0000E+00 -9.2538E+02  0.0000E+00  1.7859E+05  0.0000E+00 -6.2131E+04

The Joint under consideration is Joint 4 for which if we add FY, we get (1135 + 1194) N = 2329 N

However, the reaction force at Joint 4 is 2722 N as per STAAD output figure shown above. I believe that this difference is due to the equivalent concentrated force at Joint 4 due to half of the applied pressure in the direction of restrained d.o.f. (vertical direction here)

0.5 * (0.0007 N/mm^2 * 920 mm * 1220 mm) = 392.84 N

Hence, the total reaction force becomes 2329 + 392.84 = 2721.84 (which is the same STAAD output)

This part is quite clear. This is the philosophy which STAAD follows for calculating the nodal reaction.

My question is: Due to the applied pressure on the plates, shear stresses (SQX & SQY) develops. How can we check the vertical equilibrium between the reaction force at this joint and the shear stresses (converted to shear forces) in the plates adjacent to this joint? [Please note that this is just an assignment at the University level to verify the concept of plate element equilibrium using FEA]

Thanks,

Rajat Kapoor

↧

Equilibrium check of Nodal Reaction with the Plate Shear Stresses

January 9, 2017, 2:21 pm
$
0
0

Hi,

I am currently working on an assignment on Plates loaded perpendicular to the plane. The following figure shows the problem plate geometry.

The variables are :

a = 920 mm

b = 1220 mm

t (Plate thickness) = 220 mm

E = 27000 MPa

v (Poisson's ratio) = 0.19

p (loaded pressure) = 700 N/m^2

Ball support refers to a constrained out-of-plane d.o.f. 

The departure point for this problem is to model plate elements with a suggestive sizing of a x b (resulting in a mesh with 40 elements). Mesh refinement is to be done later.

The problem asks for:

 - Report the vertical reaction force in the node with coordinates x = 3a and y = 0. Verify equilibrium with shear forces in nearby elements

Well, I created the model as shown below and found the reaction at the indicated point which is nearly 2722 N. 

My question is how can I check the equilibrium of this reaction force with the shear forces in the nearby elements. I am confused between the Nodal Shear stress and the Plate Shear stress.

The following are the stresses in the plate elements 3 and 4 which are adjacent to the node in focus.

PlateL/CSQX N/mm2SQY N/mm2MX kN-m/mMY kN-m/mMXY kN-m/mSX N/mm2SY N/mm2SXY N/mm2
31-0.0010.01-0.236-1.618-0.045000
410.0010.01-0.216-1.6050.057000

STAAD INPUT FILE for the model

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-Dec-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT MMS NEWTON
JOINT COORDINATES
1 0 0 0; 2 920 0 0; 3 1840 0 0; 4 2760 0 0; 5 3680 0 0; 6 4600 0 0; 7 5520 0 0;
8 6440 0 0; 9 0 0 1220; 10 920 0 1220; 11 1840 0 1220; 12 2760 0 1220;
13 3680 0 1220; 14 4600 0 1220; 15 5520 0 1220; 16 6440 0 1220; 17 0 0 2440;
18 920 0 2440; 19 1840 0 2440; 20 2760 0 2440; 21 3680 0 2440; 22 4600 0 2440;
23 5520 0 2440; 24 6440 0 2440; 25 0 0 3660; 26 920 0 3660; 27 1840 0 3660;
28 2760 0 3660; 29 3680 0 3660; 30 4600 0 3660; 31 5520 0 3660; 32 6440 0 3660;
33 0 0 4880; 34 920 0 4880; 35 1840 0 4880; 36 2760 0 4880; 37 3680 0 4880;
38 4600 0 4880; 39 5520 0 4880; 40 6440 0 4880; 41 2760 0 6100; 42 3680 0 6100;
43 4600 0 6100; 44 5520 0 6100; 45 6440 0 6100; 46 2760 0 7320; 47 3680 0 7320;
48 4600 0 7320; 49 5520 0 7320; 50 6440 0 7320; 51 2760 0 8540; 52 3680 0 8540;
53 4600 0 8540; 54 5520 0 8540; 55 6440 0 8540;
ELEMENT INCIDENCES SHELL
1 1 2 10 9; 2 2 3 11 10; 3 3 4 12 11; 4 4 5 13 12; 5 5 6 14 13; 6 6 7 15 14;
7 7 8 16 15; 8 9 10 18 17; 9 10 11 19 18; 10 11 12 20 19; 11 12 13 21 20;
12 13 14 22 21; 13 14 15 23 22; 14 15 16 24 23; 15 17 18 26 25; 16 18 19 27 26;
17 19 20 28 27; 18 20 21 29 28; 19 21 22 30 29; 20 22 23 31 30; 21 23 24 32 31;
22 25 26 34 33; 23 26 27 35 34; 24 27 28 36 35; 25 28 29 37 36; 26 29 30 38 37;
27 30 31 39 38; 28 31 32 40 39; 29 36 37 42 41; 30 37 38 43 42; 31 38 39 44 43;
32 39 40 45 44; 33 41 42 47 46; 34 42 43 48 47; 35 43 44 49 48; 36 44 45 50 49;
37 46 47 52 51; 38 47 48 53 52; 39 48 49 54 53; 40 49 50 55 54;
ELEMENT PROPERTY
1 TO 40 THICKNESS 220
DEFINE MATERIAL START
ISOTROPIC ASSIGNMENT
E 27000
POISSON 0.19
DENSITY 1e-010
END DEFINE MATERIAL
CONSTANTS
MATERIAL ASSIGNMENT ALL
SUPPORTS
1 TO 8 51 TO 55 FIXED
33 FIXED BUT FX FZ MX MY MZ
16 24 32 40 45 50 FIXED BUT FZ MX MY MZ
LOAD 1 UNIFORM PRESSURE
ELEMENT LOAD
1 TO 40 PR GY -0.0007
PERFORM ANALYSIS
PRINT ELEMENT Joint stresses at 0 600 LIST 22 TO 28
FINISH

Request your support on the same.

Thanks,

Rajat Kapoor

↧
↧

Adding Light lip channel : cold formed sections

January 9, 2017, 7:34 pm
$
0
0

Hello,

We need to add a custom light lip channel cold-formed section and perform the analysis in staad.pro? how to do this ?section wizard permits to input hot rolled sections only.

In addition, can we perform the steel design according to the AISI code for those sections?

please help. 

thanks in advance. 

↧

RE: 'SAVE SIGN' Needs to be written every time we change something in the model after running it?

January 9, 2017, 7:41 pm
↧
Search

RE: 'SAVE SIGN' Needs to be written every time we change something in the model after running it?

January 9, 2017, 7:44 pm
↧

RE: post analysis of structure help

January 9, 2017, 8:09 pm
$
0
0
i just realized that stress on the picture was just at the beginning of the beam, i.e. the slider moves it along it. The numbers don't all seem to match up from the max stresses table. Which stress value do i need to be looking at for the specific tubing/piping selections i make?
↧
↧

post analysis of structure help

January 9, 2017, 8:01 pm
$
0
0

So I have completed my load analysis and made some progress on some better trussing. However now I'm looking to cut some weight out of my structure my minimizing members. I know my yielding strengths of my members and I can locate the members visually by scanning the stress results. I have come across a huge question that will illustrate my newness to this, when i'm looking at this below i figure i would be most concerned with not exceeding my maximum at any point on the pipe and i can't rely on this tabulated maximum value. Also is it possible to have staad output for me the data of these peak stress points... in ascending/decending order would be great. How would I do that? Anything to help me identify those beams that are over sized and can be reduced would be great. (btw there are a lot of these beams)

Also any hints or tips at this point would be great to keep me going.

Thanks

Seth

↧

RE: Review of Shed Design - Truss member failing

January 9, 2017, 8:53 pm
$
0
0
Thank you again.

I have removed the command of RATIO 0.8 and also applied the load list as suggested yet the truss members are shown as failed.
Ratios of around 1.8; but manually these truss members carried nominal tension and compression.

Please advice.
↧

RE: Track 3 parameter

January 9, 2017, 8:54 pm
$
0
0
I am using AISC 360-10 and STAAD.Pro version is 20.07.11.33.
↧
Viewing all 23543 articles
Browse latest View live
Search
<script src="https://jsc.adskeeper.com/r/s/rssing.com.1596347.js" async> </script>