After designing a g+4 building. Columns are taking only load case 1 and not other load cases. Is the designing correct and is the building structurally sound?
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load case
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RAM Elements VMAX Hot Spot Analysis
The Surface Query box question does not address my situation. Attached are 2 files. They are identical except the "segmented" has some of the plates segmented at the wall pier locations. My understanding is by segmenting the plates (making them smaller) the analysis results are more refined. I am finding the hot spots at the pier locations for VMAX become extremely high. The wall was modeled with the left side and bottom as fixed and the right side as free. It is a concrete wall with water loads on both sides. I am trying to determine the design shear load on the piers at the bottom of the wall. My hand calculations agree more with the model that does not have the segmented elements. The files I will try to attach to this post are W11B 20170707 and W11B 20170707. Any assistance would be greatly appreciated in regards to determining the wall shear at the pier locations.
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Exporting ism.dgn from Revit 2017 to RAM Elements issue
Our office uses Ram Elements in tandem with Revit in our workflow. We have recently been attempting to update our Bentley software to work with Revit 2017. I have installed the Revit plugin (ismr10010013en) and the Structural Synchronizer (ssync10010032en) and successfully created an ism.dgn file from a Revit 2017 project that opens in the synchronizer. The engineer working with me has installed the most recent version of Ram Elelments (re130500227en) yet he cannot open the new ism.dgn files I've made for him. The error he receives in Ram Elements is that he "could not create ISM Interface 6.0". Can anyone tell me what we are missing? We had no problems with the previous year's versions designed for use with Revit 2016.
EDIT: It turns out that the order of Bentley file installation and prompt re-start of computer when asked may be very important. The engineer in question may have had a corrupt install of Synchronizer as a re-install fixed the issue. Our company policy will include a strict order of installation on these programs to insure they install correctly from now on.
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Unable to change Ram Concept's Structure type to "Mat Foundation" after importing from ETABS model
Does anyone know how to set Ram Concept's Structure type to "Mat Foundation" after importing from an ETABS model?
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Design Parameters
what define the axis of the design parameters like LY,LX,LZ,KY,KX,KZ and when to define each please help iam new to this.
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Want to Count the effect of purlin in PED steel shed design with out draw the purlin into the model.
Dear sir,
I model a PEB shed in staad. i don't model the purlin into this staad 3d model, but in design i want to count the effect of purlin.
i used AISC (ASD) method for designing. how i input the command in staad. i have to use UNT and UNB ?? or LY.
I also use flange braced into the rufter 2.6m interval for support the purlin. Purlin interval is 1.3m. please explain this issue.
Thanks
shafiq
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staad foundation
Good day, i cant use staad foundation. when i try to do something it says " attempted an unsupported operation" and then " staad foundation mfc application has stopped working"
it happened with the new update.
it staad foundation 5.03.00.41
thank you
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I am confused between the design paramenters to be used in th following file please check if I am right and what else is missing?
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 08-Jul-17
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 5.75 0; 3 3.9 5.75 0; 4 3.9 0 0; 5 0 0 -7.5; 6 0 5.75 -7.5;
7 3.9 5.75 -7.5; 8 3.9 0 -7.5; 9 -2.1 0 -7.5; 10 -2.1 5.75 -7.5;
11 0 5.75 -3.75; 12 3.9 5.75 -3.75; 13 1.95 5.75 0; 14 1.95 5.75 -7.5;
15 1.95 5.75 -3.75; 16 1.95 5.75 -5.625; 17 1.95 5.75 -1.875;
MEMBER INCIDENCES
1 1 2; 2 2 13; 3 3 4; 4 2 11; 5 3 12; 6 5 6; 7 6 14; 8 7 8; 9 6 10; 10 9 10;
11 11 6; 12 12 7; 14 13 3; 15 14 7; 17 14 16; 18 15 17; 19 11 15; 20 15 12;
21 16 15; 22 17 13;
*********************************
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
4 5 9 11 12 TABLE ST ISMB250
1 3 6 8 10 TABLE FR ISMC200 SP 0.09
19 20 TABLE ST ISMC200
2 7 14 15 TABLE ST ISMB300
17 18 21 22 TABLE ST ISMB250
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 5 8 9 FIXED
MEMBER RELEASE
4 5 17 19 START MY MZ
11 12 20 22 END MY MZ
6 END MY MZ
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1 LIST 1 TO 12 14 15 17 TO 22
MEMBER LOAD
7 9 15 UNI GY -2.625
LOAD 2 LOADTYPE Crane Hook TITLE CRANE
JOINT LOAD
14 FX -2.18 FY -21.875 FZ 2.18
LOAD 4 LOADTYPE Crane Hook TITLE CRAN1
JOINT LOAD
16 FX -2.18 FY -21.875 FZ 2.18
LOAD 5 LOADTYPE Crane Hook TITLE CRANE2
JOINT LOAD
15 FX 2.18 FY -21.875 FZ 2.18
LOAD 6 LOADTYPE Crane Hook TITLE CRANE3
JOINT LOAD
17 FX -2.18 FY -21.875 FZ 2.18
LOAD 7 LOADTYPE Crane Hook TITLE CRANE4
JOINT LOAD
13 FX -2.18 FY -21.875 FZ 2.18
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.5 2 1.05
LOAD COMB 8 COMBINATION LOAD CASE 8
1 1.5 2 1.5
LOAD COMB 9 COMBINATION LOAD CASE 9
1 1.5 4 1.5
LOAD COMB 10 COMBINATION LOAD CASE 10
1 1.5 5 1.5
LOAD COMB 11 COMBINATION LOAD CASE 11
1 1.5 6 1.5
LOAD COMB 12 COMBINATION LOAD CASE 12
1 1.5 7 1.5
PERFORM ANALYSIS
PARAMETER 1
CODE IS800 LSD
FYLD 250000 ALL
KZ 1.2 MEMB 1 3 6 8 10
LZ 7.5 MEMB 4 5 11 12
LZ 3.5 MEMB 2 7 14 15
LY 3.75 MEMB 4 5 11 12
LY 1.95 MEMB 2 7 14 15
STEEL MEMBER TAKE OFF LIST 1 TO 12 14 15 17 TO 22
CHECK CODE ALL
FINISH
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STAAD Foundation Advanced CONNECT Edition v8.0.1.33 - could not create xml file for Mat foundation
When running the calculation sheet for a Mat Foundation, been getting a warning/error dialog box that read "could not create xml file for Mat foundation". The calculation sheet appears to generate correctly. Has anyone else seen the warning/error dialog box and know what causes it and a solution to fix?
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Chilean Steel Profile Section Database
Hi Everyone,
Does someone have the Chilean Steel Profile Section Database?
Regards.
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RAM Frame - masses
Hello,
I just started my career as a Structural Engineer and this is my first project in RAM. I have a model with 3 different roof heights along with parapets of different heights. I have the lowest level which is having weights from both the middle and highest roof level and similarly the middle level having the weight from highest roof level. Is there a way of distributing masses on lower roof level from both the roofs in Diaphragm masses/ Gravity loads? I have attached my RAM model for reference. Any explanation on the results of wind analysis and mass distribution would be helpful.
Thank you.
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Wind Load on Jacket
Hello, I am pretty new to Staad. I am currently modeling a jacket 28" OD with a shell 22" OD inside the jacket. They are concentric. They are both welded at the ends and the shell has periodic spacer between the ends. What would be the best way to model it in Staad?
My current method has the shell pipe shape modeled next to the jacket pipe shape. The two shapes are connected with dummy members.
However, when I apply wind load to the jacket, the shell is taking wind load as well. Is there a way to prevent the shell in STAAD from taking the wind load? Thanks
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User Defined loading type
Does "User Defined Loading Type" allowed in the latest version of Staad Pro?
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design of gantry for crane
i want to know what should we do when there is more than one crane in single span of gantry and how apply its load in staad.
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Staad Pro: Discrepancy in time-velocity results of version SS 5 and SS 6
we have modeled block with solid elements and performed time history analysis. after looking into result for select series 5 and 6 we have found that time-velocity results are not matching (for example: Select series 5 gives 1000 times more value than in select series 6 ). We have also observed that time-displacement and time-acceleration results are same in both series. we are confused whether which results are right. please en-light me in this situation.
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Max allowable (recommended) balanced loading in bonded PT slabs
I know that ACI recommends only the min 0.7MPa prestress level. In the literature I read there is no max allowable prestress specified. It is usually recommended 1.4 to 2.5 for slabs and up to 3.6 for beams.
These are the average values though.
I am interested to know if there is any recommended max local stress value at anchorage, and the reasons.
There are around typ details for bursting reinforcement. I presume they have been designed for a max P/A at transfer.
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Tension-only elements in geometrically non-linear analysis
Hi,
I have a model where I have modelled bracing elements as tension-only elements.
I now want to run a geometrically non-linear model of the same structure. However, STAAD does not permit the use of tension-only elements in non-linear analysis.
Does anyone know a workaround for creating elements that will perform a tension only function?
Cheers,
Sean
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IS456 Concrete desin
Dear All,
i have a small doubt regarding, the display of failed members using "Structure diagrams/design results/Show diagram (based on actual ratio)" for concrete if the section is not adequate.
how to use the above method to display failed members for concrete, for steel we can use this to display failed members based on ratio.
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Query regarding a statement
Dear sir,
In a Design basis report(DBR), their is a highlighted statement "SECTION IS NOT ADEQUATE (*STAAD IS NOT ABLE TO DETAIL AS SECTION WIDTH IS SMALL & DETAILED BY DDC BASED ON R/F)".
It is requested to kindly provide the correct interpretation of above statement. whether it is problem of STAAD software or structural width related problem.
Also provide that , what correction need to be done to full fill this statement.
Kindly communicate at the earliest.
Thanking you in anticipation.
Regards
Santosh Pathak
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to do re-strengthening and degrading effect in staad pro
Hi, could we do re-strengthening in staad pro and degrading effect in concrete ? if we can, could you guide me how to do it ?
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