How do I get Anchor Rods larger than 2" in Ram Connection
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Large Anchor Rods in Ram Connection
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UC Ratio problem
Actually i need all members UC Ratio values.
How to get all values????
Please guys guide mecommunities.bentley.com/.../New-folder-_2800_2_2900_.rar
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How to apply wind load to a Girt
Is it possible to apply wind load to a horiztonal girt?
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Is it possible to lock a degree of freedom in Ram Frame?
I have some nodal instability issues which I can solve by fixing the base of the column. However, I'm trying to capture a "girt" reaction applied to the column (out-of-plane of the frame(. Therefore fixing the base produces a moment at the base, but in reality the column is supported top and bottom (pinned connection).
I could put a diaphragm at the roof, but I actually don't want this reaction to go into the diaphragm and then to other frames. I really just want to restrain the top of the column. I thought about putting in a "dummy frame" outside of the structure that could support the column out of plane, but not sure that I want to do that either.
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large load combination
I am sorry this is not a staad analysis problem but excel macro. I have generated large load combinations using excel. However I am unable to INSERT the text REPEAT LOAD after each LOAD XXXX line AS SHOWN BELOW. I am sure someone can help me with a proper VB macro or any other way.
*2001 1.4 Ds + 1.4 DF + 1.4 DOT + 1.4 DOP + 1.4 FFT + 1.4 FFL + 1.4 AFT
* + 1.4 AFL + 1.4 CRD- 1/1
LOAD 2001
REPEAT LOAD
5 1.4 6 1.4 7 1.4 9 1.4 18 1.4 19 1.4 20 1.4 21 1.4 27 1.4
*2002 1.4 Ds + 1.4 DF + 1.4 DOT + 1.4 DOP + 1.4 FFT + 1.4 FFL + 1.4 AFT
* + 1.4 AFL + 1.4 CRD- 1/2
LOAD 2002
REPEAT LOAD
5 1.4 6 1.4 7 1.4 9 1.4 18 1.4 19 1.4 20 1.4 21 1.4 28 1.4
*2003 1.4 Ds + 1.4 DF + 1.4 DOT + 1.4 DOP + 1.4 FFT + 1.4 FFL + 1.4 AFT
* + 1.4 AFL + 1.4 CRD- 2/1
LOAD 2003
REPEAT LOAD
5 1.4 6 1.4 7 1.4 9 1.4 18 1.4 19 1.4 20 1.4 21 1.4 29 1.4
*2004 1.4 Ds + 1.4 DF + 1.4 DOT + 1.4 DOP + 1.4 FFT + 1.4 FFL + 1.4 AFT
* + 1.4 AFL + 1.4 CRD- 2/2
LOAD 2004
REPEAT LOAD
5 1.4 6 1.4 7 1.4 9 1.4 18 1.4 19 1.4 20 1.4 21 1.4 30 1.4
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FLOOR DIAPHRAGM
What is the need to create floor diaphragm? What does it do with my structure? I tried to create a rigid diaphragm in my model to transfer the lateral loads(Seismic and wind load) to the frames. It throws an error ** ERROR: NO REFERENCE LOAD CASE OF TYPE MASS/GRAVITY/DEAD/LIVE IS DEFINED FOR MASS MODELING. But I defined the loads in reference load definitions.
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Mass TITLE DL
SELFWEIGHT Y -1 LIST ALL
LOAD R2 LOADTYPE Mass TITLE LL
MEMBER LOAD
15 17 18 21 23 25 27 29 33 35 87 TO 122 192 TO 227 314 TO 349 436 TO 471 558 -
559 TO 593 609 611 TO 617 619 TO 644 659 661 662 665 667 669 671 673 677 679 -
731 TO 766 819 TO 854 907 TO 942 995 TO 1030 1100 TO 1135 1151 1153 TO 1159 -
1161 TO 1186 1201 1203 1204 1207 1209 1211 1213 1215 1219 1221 1273 TO 1308 -
1361 TO 1396 1449 TO 1484 1537 TO 1572 1642 TO 1677 1693 1695 TO 1701 1703 -
1704 TO 1728 1743 1745 1746 1749 1751 1753 1755 1757 1761 1763 1815 TO 1850 -
1903 TO 1938 1991 TO 2026 2079 TO 2114 2184 TO 2219 2235 2237 TO 2243 2245 -
2246 TO 2270 2285 2287 2288 2291 2293 2295 2297 2299 2303 2305 2357 TO 2392 -
2445 TO 2480 2533 TO 2568 2621 TO 2656 2726 TO 2761 2777 2779 TO 2785 2787 -
2788 TO 2812 2827 2829 2830 2833 2835 2837 2839 2841 2845 2847 2899 TO 2934 -
2987 TO 3022 3075 TO 3110 3163 TO 3198 3268 TO 3303 3319 3321 TO 3327 3329 -
3330 TO 3354 3369 3371 3372 3375 3377 3379 3381 3383 3387 3389 3441 TO 3476 -
3529 TO 3564 3617 TO 3652 3705 TO 3740 3810 TO 3845 3861 3863 TO 3869 3871 -
3872 TO 3896 UNI Y -15.324
11 TO 14 20 22 24 26 28 30 32 34 486 TO 489 492 494 496 498 500 502 504 506 -
655 TO 658 664 666 668 670 672 674 676 678 1036 TO 1039 1041 TO 1048 1197 -
1198 TO 1200 1206 1208 1210 1212 1214 1216 1218 1220 1578 TO 1581 -
1583 TO 1590 1739 TO 1742 1748 1750 1752 1754 1756 1758 1760 1762 -
2120 TO 2123 2125 TO 2132 2281 TO 2284 2290 2292 2294 2296 2298 2300 2302 -
2304 2662 TO 2665 2667 TO 2674 2823 TO 2826 2832 2834 2836 2838 2840 2842 -
2844 2846 3204 TO 3207 3209 TO 3216 3365 TO 3368 3374 3376 3378 3380 3382 -
3384 3386 3388 3746 TO 3749 3751 TO 3758 UNI Y -7.662
END DEFINE REFERENCE LOADS
What is the problem? Please help me out of this.
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SERVICEABILTY LOAD COMBINATION WITH SEISMIC LOAD
WE ARE SUPPOSED TO CONSIDER REDUNDANCY FACTOR Rx=3 AND Rz=3.25
FOR STRENGTH DESIGN A TYPICAL LOAD COMBINATION AS GIVEN BELOW
**EMPTY WEIGHT +THERMAL +SEISMIC
**X DIR
LOAD 105 : DEAD (0.6-.2X.152) +SS +TEMP +3 X SEIS(+X) +NOTIONAL X
REPEAT LOAD
1 0.5696 41 0.6 42 0.6 2000 2.1 14 2.1 3001 0.6 3007 0.7
**Z DIR
LOAD 107 : DEAD (0.6-.2X.152) +SS +TEMP +3.25 X SEIS(+Z) +NOTIONAL X
REPEAT LOAD
1 0.5696 41 0.6 42 0.6 2001 2.1 14 2.1 3001 0.6 3007 0.7
MY QUESTION IS DO I HAVE TO CONSIDER REDUNDANCY FACTORS IN THE SERVICEABILTY LOAD COMBINATION TOO?
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Floor diaphragm
I modelled a steel structure where I applied the loads as a line load in beams and the members failed. I want to transfer the loads to the frames by creating a floor diaphragm, Is there any need to model a surface or plate to create diaphragm? Please show me a sample having this demonstration.
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serviceability load combination with seimic load
Sorry my earlier question on this subject was wrong
The term should be System Overstrength Factor OMEGA
The correct question is
WE ARE SUPPOSED TO CONSIDER System Overstrength Factor OMEGA=3
FOR STRENGTH DESIGN A TYPICAL LOAD COMBINATION AS GIVEN BELOW
**EMPTY WEIGHT +THERMAL +SEISMIC
**X DIR
LOAD 105 : DEAD (0.6-.2X.152) +SS +TEMP +3 X 0.7SEIS(+X) +NOTIONAL X
REPEAT LOAD
1 0.5696 41 0.6 42 0.6 2000 2.1 14 2.1 3001 0.6 3007 0.7
**Z DIR
LOAD 107 : DEAD (0.6-.2X.152) +SS +TEMP +3 X 0.7SEIS(+Z) +NOTIONAL X
REPEAT LOAD
1 0.5696 41 0.6 42 0.6 2001 2.1 14 2.1 3001 0.6 3007 0.7
MY QUESTION IS DO I HAVE TO CONSIDER System Overstrength Factor OMEGA IN THE SERVICEABILTY LOAD COMBINATION TOO?
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Using RAM DataAccess to retrieve foundation loads
Hello, I am trying to write an excel macro using RAM DA to generate data similar to that of the report that can be generated in RAM Foundation module 'Load Case Forces' report. My initial idea was to get column forces at bottom of each column by filtering out column segments not at base, and all is working except the only load cases that I can access are gravity and wind load cases, and I cant seem to figure out how to show the seismic load cases (I have RAM Frame analyzed with multiple of each wind and seismic cases, only the wind cases are showing up in excel though). The total number of load cases using getnumanalyzedframeloadcases is higher than what the getcolforcesforlcase is able to access. Any tips? Would it be better to retrieve this data via nodal reactions or a different command? Thanks.
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Stress Countur - Concrete plates
Good morning
My name is Rafael Benavides from Mexico.
Im modeling a roof slab with plate elements.
I put the strees contour to see a color diagram of the stresses (Absolut stresses).
In some places it comes out with a strees higher (400 kg/cm2) than the concrete compresion resistance which is 250 kg/cm2.
My question is, this streess, is in the concrete with out considering any rebar?
In this case, the excedent stress is taken by the steel?
If I do concrete design, the software gives me a steel area.
This means, that even though Im getting a much higher stress than concrete resistance, it will be ok, once the rebar is placed?
Thanks for ypur attention.
Regards from Mexico.
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Ram Element. Analizing a cool frame steel elements
Good Morning
The question is: what i can do on this mesage?
i have done Diaphragm floor and calculate mass and center of mass in multiple floors.
thanks
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Built up section disappeared after upgrading Ram elements
The built-up sections I had in ram elements 14.x disappeared after the upgrade, is there a way to retrieve the built-up sections to Ram elements 16.x?
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Any idea why my deflection demand/capacity ratio = -2.0 no matter what section I use?
Any idea why my deflection demand/capacity ratio = -2.0 no matter what section I use?
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Effective length parameters-lx,ly and lz
Hi,
In my model, a beam length, lx is 4m, ly is the support to support length and lz is 1m (continuously supported by rigid slab). But am not getting these numbers when I check the member property by right clicking the member.
Can anyone show me how to change that parameters?
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STAAD RCDC error: clsRCDCInfo:RestoreProjectSchema - Object reference not set to an instance of an object.
Hi Technical Support,
Can you assist to resolve this error I'm encountering shown in the snap shot?
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Load Envelope Type in STAAD.Pro CONNECT Edition
How do I define STRENGTH and DEFLECTION load envelopes in the latest STAAD.Pro? There is no pulldown menu for the "type". I am unable to perform deflection check. Thanks.
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Error rectification
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 437
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 438
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 439
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 440
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 445
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 1855
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 1856
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 1857
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 1858
FRAME(WDG2+BOXN) -- PAGE NO. 10
***ERROR*** THICKNESS NOT PROVIDED FOR ELEMENT 1859
ANALYSIS WILL NOT BE PERFORMED. DATA-CHECK MODE ENTERED.
When i run the Staad file i get this error, but the corresponding element number are not present in the staad diagram. What should i do??
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Do i need to consider for pressure coefficients when wind loading is done using wind load generator
I have modelled a structure and applied wind load using staad wind load generator. The external and internal pressure coefficients are not taken into account while doing this. My structure is open and i have defined the same in wind load generation. Will I have to calculate the net pressure coefficients and apply wind pressure as loads?
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RAM Frame Crashes After Code Check
After updating to v16.01.00.20CL, RAM Frame has been crashing about 80% of the time immediately upon completing the standard steel code check. There are no errors, it just dumps back to the RAM Manager. Has anyone else experienced this?
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