I am attaching a snapshot of the detailed design report of a column in shear
It seems that the strut capacity Vrdmax is used instead of the shear action Ved to calculate the requirement in shear reinforcement.
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RC Designer -shear design
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STAR ANGLE IN BS5950 of STAAD SELECT SERIES 6 20.07.11.90
Hai,
I am not able to design the star angle in BS code in Latest version of STAAD and also with section wizard files design is not performed. Please help me out.
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GENERACION DE MASAS EN MUROS DE CONCRETO RAM ELEMENTS 13
Hola, al colocar diafragmas rigidos en cada piso y teniendo la estructura muros de concreto, observo que al generar masas éstas no toman en cuenta la masa de los muros, ya que al realizar el metrado de cargas el resultado no cuadra.
Ademas veo que en la pestaña de "Areas", en la opción de "distribución de áreas de carga a miembros tributarios" se observa que esta se realiza con cargas rectangulares, sin embargo la que mejor modela y representa las distribución de áreas es con cargas rectangulares y triangulares. porque esto no es asi?? hay algún teoría válida respecto a esto??
gracias de antemano
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RAM Frame: Two story shears at each level
Hello,
I have a RAM Frame model with a rigid diaphragm and braced and moment frames. I my model shows two building story shears at each level (for both wind and seismic load cases). I don't have any extra masses grouped to a level except at the roof.
Does anyone have a good explanation for why I would be seeing two building story shears?
Thanks!
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RAM Frame: Change in Frame Story Shear
Hello,
I have a RAM Frame model with a rigid diaphragm and braced and moment frames. When I view Frame Story Shear (change in frame shears) I'm seeing the shears switch directions up and down the building.
Does anyone know of a reason this might be happening? It is inconsistent between the frames in the same direction.
Thanks!
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Fixed biaxial BP EN
Hello forum,
For design base plate according to eurocode fixed about both axis, I made selection Fixed biaxial BP EN.
But when i went to its results, there were no moment check in the report or not a single reference to SCI P398.
Instead reference was give for P358 which is for simple connections.
Does it mean "Fixed biaxial BP EN" is for simple base plate design according to P358?
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print centre of gravity for selected members only
Hi
How to print centre of gravity for selected members only if you would like to exclude certain members without making them 'INACTIVE'.
Also, how to select few loads only which are desired to be included for cog print.
Also, how to pre -combine loads without using loading combination in order to apply them as pre -stress.
many thanks.
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Base Shear in RAM Structural
Is there a base shear output in RSS, either on screen or in a report? I see the Building Story Shears report listing the story shears by either load case or load combo, but I don't see anything compiling everything into a base shear for each direction. I was wondering if there was any kind of summary function like the Member Forces Envelope that would display or report the worst case base shear. Is the only option to add up story shears for each direction under each condition to find the worst case?
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Modeling "Vintage" Concrete Building in RAM
I'm getting ready to start a project that is the analysis of a 12 story existing concrete building for gravity and seismic capacity and adequacy. The building was built in 1948, so the concrete and rebar are not quite what we'd expect to see today - the bars are deformed, but you get "z" shapes, shorter laps, grade 40 bar etc. The structure is a mixture of flat slab, one way slab and beam, and pan-joist construction. I was planning on doing the main modeling and analysis in RAM SS, and using the link to Concept for the tricky bits, or the spots requiring more careful/precise analysis.
Has anyone had any experience with this kind of work, and have tips/tricks/advice/condolences they'd like to offer?
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Calculation of Znet for flexural rupture in RAM Connection
I am checking a section for flexural rupture [AISC (9-4)] and I am coming up with a different net plastic section modulus than what RAM Connection shows. I believe RAM is taking the gross plastic section modulus and subtracting out the sections of the bolt holes. I used an additive approach following the basic form Znet = Ai*yi + Aj*yj + Ak*yk + ... I also computed the net section properties in an independent section property calculator program and found that it agreed with my approach.
I know that flexural rupture rarely controls and the net plastic section modulus I calculated was close, but not exact to what RAM calculated. Can anyone comment on how RAM Connection calculated the net plastic modulus and where the discrepancy may lie?
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Run time for Steel check extremely long
My model takes very long time when running steel check. I checked older posts and tried to separate load list, however if does not change the time it takes to run code check. Advanced analysis plus engine is checked off also, however I don't think that in case of the code check it makes any difference.communities.bentley.com/.../Model-1-.std
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ALUMINIUM DESIGN
DEAR SIR,
I AM DESIGNING A PERGOLA WHICH IS MADE OF STEEL AND ALUMINIUM . PLEASE TELL ME HOW TO DESIGN ALUMINIUM IN STAD PRO.FOR ALUMINIUM IN THE MATERIAL SECTION THE VALUE OF YIELD AND TENSILE STRENGTH IS 0 WHY THEY ARE ZERO THERE?. I PUT MYSELF VALUE OF YIELD AND TENSILE STRENGTH IN DESIGN SECTION.BUT WHEN I RUN STAD GIVE ME WARNING THAT YOUR VALUE OF E IS NOT SEEMS CORRECT.PLEASE SOLVE MY ISSUE.STAD FILE ALSO ATTACHED.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-Aug-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 0 3; 3 0.16 0 0; 4 0.16 0 3; 5 0.32 0 0; 6 0.32 0 3; 7 0.48 0 0;
8 0.48 0 3; 9 0.64 0 0; 10 0.64 0 3; 11 0.8 0 0; 12 0.8 0 3; 13 0.96 0 0;
14 0.96 0 3; 15 1.12 0 0; 16 1.12 0 3; 17 1.28 0 0; 18 1.28 0 3; 19 1.44 0 0;
20 1.44 0 3; 21 1.6 0 0; 22 1.6 0 3; 23 1.76 0 0; 24 1.76 0 3; 25 1.92 0 0;
26 1.92 0 3; 27 2.08 0 0; 28 2.08 0 3; 29 2.24 0 0; 30 2.24 0 3; 31 2.4 0 0;
32 2.4 0 3; 33 2.56 0 0; 34 2.56 0 3; 35 2.72 0 0; 36 2.72 0 3; 37 2.88 0 0;
38 2.88 0 3; 39 3.04 0 0; 40 3.04 0 3; 41 3.2 0 0; 42 3.2 0 3; 43 3.36 0 0;
44 3.36 0 3; 45 0 0 0.69; 46 0.16 0 0.69; 47 0.32 0 0.69; 48 0.48 0 0.69;
49 0.64 0 0.69; 50 0.8 0 0.69; 51 0.96 0 0.69; 52 1.12 0 0.69; 53 1.28 0 0.69;
54 1.44 0 0.69; 55 1.6 0 0.69; 56 1.76 0 0.69; 57 1.92 0 0.69; 58 2.08 0 0.69;
59 2.24 0 0.69; 60 2.4 0 0.69; 61 2.56 0 0.69; 62 2.72 0 0.69; 63 2.88 0 0.69;
64 3.04 0 0.69; 65 3.2 0 0.69; 66 3.36 0 0.69; 67 1.68 0 0.69; 68 0.5 0 0.69;
69 0.5 -3.268 0.69; 70 2.86 0 0.69; 71 2.86 -3.268 0.69;
MEMBER INCIDENCES
1 1 45; 2 3 46; 3 5 47; 4 7 48; 5 9 49; 6 11 50; 7 13 51; 8 15 52; 9 17 53;
10 19 54; 11 21 55; 12 23 56; 13 25 57; 14 27 58; 15 29 59; 16 31 60; 17 33 61;
18 35 62; 19 37 63; 20 39 64; 21 41 65; 22 43 66; 23 45 2; 24 46 4; 25 47 6;
26 48 8; 27 49 10; 28 50 12; 29 51 14; 30 52 16; 31 53 18; 32 54 20; 33 55 22;
34 56 24; 35 57 26; 36 58 28; 37 59 30; 38 60 32; 39 61 34; 40 62 36; 41 63 38;
42 64 40; 43 65 42; 44 66 44; 45 45 46; 46 67 56; 47 68 49; 48 68 69; 49 70 63;
50 70 71; 51 48 68; 52 47 48; 53 46 47; 54 62 70; 55 61 62; 56 60 61; 57 59 60;
58 58 59; 59 57 58; 60 56 57; 61 55 67; 62 54 55; 63 53 54; 64 52 53; 65 51 52;
66 50 51; 67 49 50; 68 65 66; 69 64 65; 70 63 64;
MEMBER PROPERTY BRITISH
45 TO 47 49 51 TO 70 TABLE ST TUB15015012.5
48 50 TABLE ST PIP1395.0
1 TO 44 TABLE ST TUBE TH 0.006 WT 0.06 DT 0.2
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
ISOTROPIC ALUMINUM
E 6.89476e+007
POISSON 0.33
DENSITY 26.6018
ALPHA 2.3e-005
DAMP 0.03
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL MEMB 45 TO 70
MATERIAL ALUMINUM MEMB 1 TO 44
SUPPORTS
69 71 FIXED
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1
LOAD 2 LOADTYPE Live TITLE LL
MEMBER LOAD
45 TO 47 49 51 TO 70 UNI GY -0.3
**
**
**
LOAD 3 LOADTYPE Wind TITLE WL(+Z-90DEG)
MEMBER LOAD
1 TO 44 UNI GY 0.24
***WALL***
***WINDWARD**
**
LOAD 4 LOADTYPE Wind TITLE WL(+X)
LOAD COMB 5 GENERATED AISC PUBLIC 1
1 1.4
LOAD COMB 6 GENERATED AISC PUBLIC 2
1 1.2 2 1.6
LOAD COMB 7 GENERATED AISC PUBLIC 3
1 1.2 2 0.5
LOAD COMB 8 GENERATED AISC PUBLIC 4
1 1.2 3 0.8
LOAD COMB 9 GENERATED AISC PUBLIC 5
1 1.2 4 0.8
LOAD COMB 10 GENERATED AISC PUBLIC 6
1 1.2 2 0.5 3 1.6
LOAD COMB 11 GENERATED AISC PUBLIC 7
1 1.2 2 0.5 4 1.6
LOAD COMB 12 GENERATED AISC PUBLIC 8
1 0.9 3 1.6
LOAD COMB 13 GENERATED AISC PUBLIC 9
1 0.9 4 1.6
LOAD COMB 14 GENERATED AISC PUBLIC 10
1 0.9
PERFORM ANALYSIS
PARAMETER 1
CODE AISC UNIFIED 2010
FYLD 214000 MEMB 1 TO 44
FU 205000 MEMB 1 TO 44
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2010
STEEL TAKE OFF LIST ALL
FINISH
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ALUMINIUM DESIGN
DEAR SIR,
I WANT TO DESIGN A PERGOLA WHICH IS MADE BY ALUMINIUM.PLEASE TELL ME HOW TO DESIGN ALUMINIUM TUBE IN STAD PRO.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-Aug-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 0 3; 3 0.16 0 0; 4 0.16 0 3; 5 0.32 0 0; 6 0.32 0 3; 7 0.48 0 0;
8 0.48 0 3; 9 0.64 0 0; 10 0.64 0 3; 11 0.8 0 0; 12 0.8 0 3; 13 0.96 0 0;
14 0.96 0 3; 15 1.12 0 0; 16 1.12 0 3; 17 1.28 0 0; 18 1.28 0 3; 19 1.44 0 0;
20 1.44 0 3; 21 1.6 0 0; 22 1.6 0 3; 23 1.76 0 0; 24 1.76 0 3; 25 1.92 0 0;
26 1.92 0 3; 27 2.08 0 0; 28 2.08 0 3; 29 2.24 0 0; 30 2.24 0 3; 31 2.4 0 0;
32 2.4 0 3; 33 2.56 0 0; 34 2.56 0 3; 35 2.72 0 0; 36 2.72 0 3; 37 2.88 0 0;
38 2.88 0 3; 39 3.04 0 0; 40 3.04 0 3; 41 3.2 0 0; 42 3.2 0 3; 43 3.36 0 0;
44 3.36 0 3; 45 0 0 0.69; 46 0.16 0 0.69; 47 0.32 0 0.69; 48 0.48 0 0.69;
49 0.64 0 0.69; 50 0.8 0 0.69; 51 0.96 0 0.69; 52 1.12 0 0.69; 53 1.28 0 0.69;
54 1.44 0 0.69; 55 1.6 0 0.69; 56 1.76 0 0.69; 57 1.92 0 0.69; 58 2.08 0 0.69;
59 2.24 0 0.69; 60 2.4 0 0.69; 61 2.56 0 0.69; 62 2.72 0 0.69; 63 2.88 0 0.69;
64 3.04 0 0.69; 65 3.2 0 0.69; 66 3.36 0 0.69; 67 1.68 0 0.69; 68 0.5 0 0.69;
69 0.5 -3.268 0.69; 70 2.86 0 0.69; 71 2.86 -3.268 0.69;
MEMBER INCIDENCES
1 1 45; 2 3 46; 3 5 47; 4 7 48; 5 9 49; 6 11 50; 7 13 51; 8 15 52; 9 17 53;
10 19 54; 11 21 55; 12 23 56; 13 25 57; 14 27 58; 15 29 59; 16 31 60; 17 33 61;
18 35 62; 19 37 63; 20 39 64; 21 41 65; 22 43 66; 23 45 2; 24 46 4; 25 47 6;
26 48 8; 27 49 10; 28 50 12; 29 51 14; 30 52 16; 31 53 18; 32 54 20; 33 55 22;
34 56 24; 35 57 26; 36 58 28; 37 59 30; 38 60 32; 39 61 34; 40 62 36; 41 63 38;
42 64 40; 43 65 42; 44 66 44; 45 45 46; 46 67 56; 47 68 49; 48 68 69; 49 70 63;
50 70 71; 51 48 68; 52 47 48; 53 46 47; 54 62 70; 55 61 62; 56 60 61; 57 59 60;
58 58 59; 59 57 58; 60 56 57; 61 55 67; 62 54 55; 63 53 54; 64 52 53; 65 51 52;
66 50 51; 67 49 50; 68 65 66; 69 64 65; 70 63 64;
MEMBER PROPERTY BRITISH
45 TO 47 49 51 TO 70 TABLE ST TUB15015012.5
48 50 TABLE ST PIP1395.0
1 TO 44 TABLE ST TUBE TH 0.006 WT 0.06 DT 0.2
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
ISOTROPIC ALUMINUM
E 6.89476e+007
POISSON 0.33
DENSITY 26.6018
ALPHA 2.3e-005
DAMP 0.03
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL MEMB 45 TO 70
MATERIAL ALUMINUM MEMB 1 TO 44
SUPPORTS
69 71 FIXED
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1
LOAD 2 LOADTYPE Live TITLE LL
MEMBER LOAD
45 TO 47 49 51 TO 70 UNI GY -0.3
**
**
**
LOAD 3 LOADTYPE Wind TITLE WL(+Z-90DEG)
MEMBER LOAD
1 TO 44 UNI GY 0.24
***WALL***
***WINDWARD**
**
LOAD 4 LOADTYPE Wind TITLE WL(+X)
LOAD COMB 5 GENERATED AISC PUBLIC 1
1 1.4
LOAD COMB 6 GENERATED AISC PUBLIC 2
1 1.2 2 1.6
LOAD COMB 7 GENERATED AISC PUBLIC 3
1 1.2 2 0.5
LOAD COMB 8 GENERATED AISC PUBLIC 4
1 1.2 3 0.8
LOAD COMB 9 GENERATED AISC PUBLIC 5
1 1.2 4 0.8
LOAD COMB 10 GENERATED AISC PUBLIC 6
1 1.2 2 0.5 3 1.6
LOAD COMB 11 GENERATED AISC PUBLIC 7
1 1.2 2 0.5 4 1.6
LOAD COMB 12 GENERATED AISC PUBLIC 8
1 0.9 3 1.6
LOAD COMB 13 GENERATED AISC PUBLIC 9
1 0.9 4 1.6
LOAD COMB 14 GENERATED AISC PUBLIC 10
1 0.9
PERFORM ANALYSIS
PARAMETER 1
CODE AISC UNIFIED 2010
FYLD 214000 MEMB 1 TO 44
FU 205000 MEMB 1 TO 44
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2010
STEEL TAKE OFF LIST ALL
FINISH
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How to add Different floor load in Same Floor plan.
in my model I want to assigned different load in Same floor.
.
eg.
For Utility Room=2000Kg/m
and For Operation room=4500Kg/m
& so on.
Please suggest.
Regards
Sandesh
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Punching shear check
SFA doesn't consider the contribution of the supporting soil for punching shear checks?
I mean what happens if the foundation is on rock?
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how can I model a slab beam connection such that the load on the slab is actually transfered to the beam
the deflection of the slab (picture attached) shows the slab as a single span, however i want the slab to be spanned at as dimensioned. How do i go about it.
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Spring constants application-Staad
Dear all,
Currently i am modelling tunnel lining for a project in Staad Pro. This requires the application of compression springs both on sides as well as invert. i have doubts regarding direction of radial and tangential stiffness to be applied in the model.
1.As far as i understand, the KFX, KFY and KFZ values are to be specified along the current global axis of the model or is it a convention that radial stiffness always has to be specified as KFX irrespective of the global axis?
2. Directions of radial stiffness shall be different for the invert (Global vertical) and side walls (Global horizontal). Do we have to consider different directions( KFX(radial for side walls) and KFY(radial for invert)) while specifying stiffness or they shall remain same (e.g. as KFX(radial for sidewalls as well as invert)) throughout the model?
Regards
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Compression springs-Staad pro
Dear all,
i have some doubts regarding allocation of compression springs in the Staad model. My model essentially consists of an invert floor with vertical sidewalls and i need to provide compression springs both at invert-soil and sidewall-soil interface. All the surfaces have been modelled and meshed as plates.
1. In order to define the compression spring i have chosen a reference joint opposite to the plate where the spring is to be attached.Is this the correct way of doing it?
2.I have a number of nodes along each sidewall of the structure. Do i have to define reference points for each horizontal line of nodes and refer them with a node at opposite end? Is it not possible to select all the nodes lying on a sidewall at once and simultaneously refer them to some node at opposite wall. i tried using both the approaches and got different results
3.Also , in the invert, i have chosen the 'Ref' option in the inclined reference point menu? Is it the right way of defining reference points of invert slab or is there any other way
Thanks and Regards
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Analysis error **ERROR: MINUS AT COLUMN 15 CANNOT BE FOLLOWED BY A BLANK**
How do you fix an analysis error **ERROR: MINUS AT COLUMN 15 CANNOT BE FOLLOWED BY A BLANK**??? This appears after the DEFINE WIND LOAD line in my input file.
Section of my STAAD input:
210. DEFINE WIND LOAD
*** NOTE: If any floor diaphragm is present in the model Wind Load definition
should be defined after Floor Diaphragm definition. Otherwise wind
load generation may be unsuccessful during analysis.
**ERROR: MINUS AT COLUMN 15 CANNOT BE FOLLOWED BY A BLANK
211. TYPE 1 WIND 1 - PARALLEL LOADS-X
212. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
213. ASCE-7-2002:PARAMS 90.000 MPH 5 1 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
214. 1 40.000 FT 12.000 FT 20.000 2.000 0.010 -
215. 0 0 0 0 0.761 1.000 1.000 0.850 0 -
216. 0 0 0 0.873 2.980 -0.550
217. !> END GENERATED DATA BLOCK
218. INT 0.000182915 0.000182915 0.000189329 0.000195242 0.000200738 0.000205882 -
219. 0.000210723 0.000215301 0.000219648 0.000223789 0.000227748 0.000231541 -
220. 0.000235186 0.000238694 0.000242078 HEIG 0 180 203.077 226.154 249.231 -
221. 272.308 295.385 318.461 341.539 364.615 387.692 410.769 433.846 -
222. 456.923 480
**ERROR: MINUS AT COLUMN 15 CANNOT BE FOLLOWED BY A BLANK
223. TYPE 2 WIND 2 - PERP LOADS-Z
224. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
225. ASCE-7-2002:PARAMS 90.000 MPH 5 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
226. 1 40.000 FT 15.000 FT 20.000 2.000 0.010 -
227. 0 0 1 1 1.044 1.000 1.000 0.850 0 -
228. 0 0 0 0.883 2.980 -0.550
229. !> END GENERATED DATA BLOCK
230. INT 0.000273342 0.000273342 0.000280373 0.000286798 0.000292725 0.000298234 -
231. 0.000303385 0.000308228 0.000312801 0.000317137 0.000321261 0.000325195 -
232. 0.000328959 0.000332567 0.000336035 HEIG 0 180 203.077 226.154 249.231 -
233. 272.308 295.385 318.461 341.539 364.615 387.692 410.769 433.846 -
234. 456.923 480
235. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 - DEAD LOADS
*********** END OF THE STAAD.Pro RUN ***********
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Problem opening staad file and misc
Hi,
While opening any staad files (connect edition) in my system I have to try it at least 2 times, sometimes after clicking 4/5 times the file opens. Please help how to solve this. Furthermore, after assigning any load in a wrong position, if undo option is selected then the staad file no longer works (although toggle is an option but please let me know how to fix it). The file needs to be closed and to be opened once again after trying 2/3 times. Please help.
Regards,
Uttam
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