I'm designing a mat footing. Does anyone know how to calculate the values for R,S,Z force constants?
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RAM Concept: Area springs values
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Using STAAD.Pro V8i and CONNECT Edition at the same time under 1 license.
Hi!
Can I use STAAD.Pro V8i and STAAD.Pro CONNECT Edition at the same time and same machine if i only have one license?
Thanks!
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How to find the equivalent command of STAADPro in Connect edition from v8 series
Hi,
I am new to StaadPro. I find some video clips from youTube but almost every clips are recorded from old version i.e V8 version. The person explains with the icons in the old version which I find bit difficult to figure out in the new Connect version. So could someone advise me how to figure out the equivalent command or icon in the new connect version.
Kind Regards,
Suresh.
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Demo License for RAM Structural
Hi, We are considering to use RAM Structural after we had a webex presentation from bentley.
Currently our company (sub-con) is using ELS license under our mother company. We want to make an investigation on RAM to verify if it is applicable on our workflow
but we cannot use the ELS for that purpose, (as per our internal policy). Is there any way, we can get a demo license for RAM?
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Correct creation of slabs with openings + Eurocodes
Hi. I have quick question about online support for Staad Pro connect edition. I need help with following problems.
I am trying to create working example from virtual learning ... mat foundation slab on soil with circular opening and generating mesh. I used example from Bentley Learn, however I cannot create openings within the slab with the mesh within these areas. Please see attached image. Thoughts please?
second question is about concrete eurocodes - when will it be added to the program?
Many thanks
Katarina
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RAM Concept Theory Manual
Hello all,
Does anyone know if there is a theory manual for RAM concept?
Thanks so much!
Hossein
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STAAD Pro V8i Front-to-Front Double Channel Spacing
How does STAAD Pro V8i interperet the clear spacing with a front-to-front double channel? Is it specifying the edge distance, centroid-to-centroid, etc?
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How to model batten plates for channel section arranged face to face?
I have to model a platform shelter structure using two channels face to face and batten plates in between. I am facing problem in transferring load from top channel to bottom channel through plates. How I have to model the beam to ensure transfer of load from top to bottom channel?
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Instability at joint that should be stable
STAAD is giving me multiple warnings about instability at a node (directions MX and MZ) that should be stable.The node is at the midpoint of a column, and has two beams elements with no releases connecting to it. The input file is below
STAADSPACE
STARTJOBINFORMATION
ENGINEERDATE01-Aug-18
ENDJOBINFORMATION
INPUTWIDTH79
SETITERLIM100
UNITFEETKIP
JOINTCOORDINATES
122.6700; 219.63280-11.335; 311.3350-19.6328; 41.38809e-0150-22.67;
5-11.3350-19.6328; 6-19.63280-11.335; 7-22.670-2.77618e-015;
8-19.6328011.335; 9-11.335019.6328; 10-4.16427e-015022.67;
1111.335019.6328; 1219.6328011.335; 1322.6790; 1419.63289-11.335;
1511.3359-19.6328; 161.38809e-0159-22.67; 17-11.3359-19.6328;
18-19.63289-11.335; 19-22.679-2.77618e-015; 20-19.6328911.335;
21-11.335919.6328; 22-4.16427e-015922.67; 2311.335919.6328;
2419.6328911.335; 2522.67180; 2619.632818-11.335;
2711.33518-19.6328; 281.38809e-01518-22.67; 29-11.33518-19.6328;
30-19.632818-11.335; 31-22.6718-2.77618e-015; 32-19.63281811.335;
33-11.3351819.6328; 34-4.16427e-0151822.67; 3511.3351819.6328;
3619.63281811.335; 371.38809e-01518-4.67;
MEMBERINCIDENCES
131314; 141415; 151516; 171718; 181819; 191920; 202021; 212122;
222223; 232324; 242413; 37113; 38214; 39315; 40416; 41517;
42618; 43719; 44820; 45921; 461022; 471123; 481224; 491325;
501426; 511527; 521628; 531729; 541830; 551931; 562032; 572133;
582234; 592335; 602436; 61821; 62920; 632033; 642132; 65922;
661021; 672134; 682233; 712235; 722334; 752336; 762435; 771213;
78124; 792425; 801336; 81114; 82213; 831326; 841425; 85215;
86314; 871427; 881526; 89316; 911528; 921627; 991730; 1001829;
101619; 102718; 1031831; 1041930; 105720; 106819; 1071932;
1082031; 1091023; 1101122; 1111124; 1121223;
DEFINEMATERIALSTART
ISOTROPICSTEEL
E4.176e+006
POISSON0.3
DENSITY0.489024
ALPHA6e-006
DAMP0.03
TYPESTEEL
STRENGTHFY5184FU8352RY1.5RT1.2
ENDDEFINEMATERIAL
MEMBERPROPERTYCANADIAN
61TO68717275TO89919299TO112TABLESTL76X76X7.9
MEMBERPROPERTYAMERICAN
37TO60TABLESTW8X35
13TO1517TO24TABLETW8X35
CONSTANTS
MATERIALSTEELALL
MEMBERTRUSS
13TO1517TO24
SUPPORTS
1TO12FIXED
37FIXEDBUTFXFZ
MEMBERRELEASE
37TO48STARTMYMZ
MEMBERTENSION
61TO68717275TO89919299TO112
SLAVEFXFZMYMASTER37JOINT25TO37
LOAD1LOADTYPENoneTITLESELFWEIGHT + EQUIP + CONTENTS
JOINTLOAD
25TO36FY-110
SELFWEIGHTY-1LISTALL
PERFORMANALYSIS
CHANGE
LOAD4LOADTYPENoneTITLE1.25D
REPEATLOAD
11.25
NOTIONALLOAD
1X0.05
NOTIONALLOAD
1Z0.05
PDELTAANALYSISCONVERGESMALLDELTAPRINTSTATICSLOAD
FINISH
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Cable Analysis Stability Question
Looking at lifting large pre-assembled steel modules during construction. When using the basic and advanced cable analysis I end up with fairly large lateral drifts which are not truly representative as the loading is balanced at the load points. Trying to find a solution to those so the deflections are shown accurately.communities.bentley.com/.../Electrical-Module-Lifting-4-Bay.STD
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Beam load diagram RAM Concrete analysis
I am analyzing a concrete beams which is carrying load from 8" thick on way slab, concrete wall and roof load.
1. After concrete analysis, when I check the beam load diagram under reports, I do not see some of the loads being considered, for example, when I add up manually the total dead load that the beam should carry does not match with the loads shown in report. Dead load of wall load and roof dead load from above are not added to total dead load on the beam? I have attached the report & model.
2. I assume it is showing only 8" slab load which is spanning one way and self weight of the beam. Is there a way to confirm the loads that are being considered in concrete design?
3. How to confirm the program is considering concrete beam self weight during analysis?
4. Is it possible to confirm which pattern live loading or skip live loading governs the beam design? (because I get a higher negative moment at interior supports when I analyze a 2d model, 3 span continuous member using RAM elements).
Please let me know.
communities.bentley.com/.../VPECTRL3-_2D00_-RAM-Concrete-Analysis-_2D00_-Beam-Load-Diagram.pdfcommunities.bentley.com/.../Electrical-bldg-_5B00_Gravity-Current_5D00_-_2D00_-16-in-wide.rss
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Tutorial for Ram elements concrete wall module
Is there a tutorial for Ram elements concrete wall module. I am looking for how to design a wall that has end reinforcement but does not require boundary steel. I can add a rigidity element and put tension steel in the ends of the wall but if I select no rigidity elements I can only use uniform distribution of steel. I tried adding strips but do not understand how they work and the results do not seam correct.
I am designing a 10" x 15' long wall which is 15'-10" tall. The loads are 164k DL and 351 seismic at top of wall. I can get (4) #10 @ 6" oc each face / each end to work by hand but cannot get this configuration in the module.
I get a warning that says that the tie spacing is too wide at 3" per 18.7.5.3. section 18.10.6.4 (e) allows max spacing of h/3 or 3.33".
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Found drastic difference in moments of rcc beams with a plate modeled as brick wall partition wall in rcc frame structure
Found drastic difference in moments of rcc beams with a plate modeled as brick wall partition wall in rcc frame structure...Moments are very low on beam and column... why it happens? Is it due to stiffness of plate ,
And what is the correct way to model plate as brick partion wall over rcc beam . Should the nodes of plate connected to nodes of beam or not ?
Please suggest as I am new one to staad
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on steel sections
After selecting a steel section for property of member from a steel table, and then , in load cases if we define self weight , does this simulates the self weight of steel member in udl form? or do i need to define the self weight of steel member externally ?
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Loads and Applied Forces Report
The Loads and Applied Forces report in the RAM Frame module is reporting a different sum for diaphragm forces and story forces. Is there a reason why the diaphragm forces would be higher than the story forces for a semi-rigid diaphragm?
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RAM 3D Viewer v15.01.00.000 not starting
Hi,
When I double click my RAM 3D Viewer shortcut on the desktop, I get a brief period of the cursor indicating that the program is loading, however there is no graphical display of the program, it does not appear in the taskbar, and if I go to task manager it is not there either.
I have tried running in admin mode, and I have just performed a full reinstall of all associated Bentley products, however the problem remains.
Additionally, it appears that I am not the only one in my office who is experiencing this issue.
Do you have any thoughts as to why this might be?
Thanks,
Walter
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Parametric Model mesh type
When I use the parametric model tool to mesh a square or rectangular area by selecting the four corner nodes the program will not mesh the area with quads elements. It only works with tet elements. Is there a way to force quad elements?
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Ram Elements - Retaining Wall Module - Deflection vs. Displacement
In the retaining wall module for a reinforced concrete retaining is there a reference to how the report generated value of the deflection is calculated versus how the value of the displacement is calculated in the analytical model? Does the report generated value include settlement of the wall and stem deflection where as the analytical model only considers stem deflection?
Thanks,
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load combination
Dear Sir,
i have dead load live load seismic load temprature load wind load , can please advise me for steel structure which load combinations will be best.
Thanks
Regards,
Engr waqas
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P-Delta
Hello,
How can I do a P-Delta Analysis using spectrum response load? In order to do modal-spectral seismic analysis.
I read a question about tension/compresion members can not be used with spectrum response load, so it means that a meber tension can not be used too, is my understanding correct?
Thanks in advance
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