Is there another way of using a built up section, at least on the main chord, rather than using tubular sections in this module?
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Built-up Section in RAM Connection Tubular Connection Module
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How does RCDC design two RCC beams crossing eachother?
When we design two crossing beams in RCDC which intersect at a point , one of the beams is split into two and the other one is shown as single beam. Which one of these beams rests over the other one. I noticed the beam which is split into 2 has higher reinforcement than the other one.
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STEEL ROOF TRUSS CONNECTION DESIGN IN STAAD PRO CONNECT EDITION
I want design the connection of this truss as bolt connection, for Staad Pro Connect Edition Update 5 in section of connection design using AISC 360 code i don`t see bolt connection for trusses, do i have to install RAM CONNECTION stand alone software to design this connection or Connection design in Staad Pro Connect Edition update 5 is capable of doing that but iam not aware of that?
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Member Properties for a 2.5"x2.5" 14 Gauge Double Tube Cold Rolled Steel member in STAAD
I'm needing to assign member properties for a double tube 2.5"x2.5"-14 gauge in my model. When I enter the properties into the program via the "user table" tab it shows the member as a single tube (pdf attached). Is there a way to define the member as two distinct single tube members formed together to make a double tube? I have also tried using the section wizard but it keeps giving me an error.
Any help is greatly appreciated
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Controlling Load Case doesn't show in Aluminum Design
When in the postprocessing module for aluminum design, the Clause and L/C (controlling load case) columns are empty in the design results table. Why?
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STAAD Pro MEMORY 405
I just ran a calculation and it failed stating that the allocated memory is not enough, and it is asking to add MEMORY 405, what should I do because the file has been working perfeclty until I update to latest version 22.06.00.138?
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Material Take Off
Hi,
sorry I cant generate the material take off of beams and columns,
Im inserting the model if you can help me,
thanks!
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error in READING MEMBER PROPERTIES CHECK DATA PLEASE HELP TO SOLVE THIS ERROR
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 02-May-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 3 11.5 0 0; 4 25 0 0; 5 0 0 13.5; 6 11.5 0 13.5; 7 25 0 13.5;
8 0 0 27; 9 11.5 0 27; 10 25 0 27; 11 0 9.3 0; 12 11.5 9.3 0; 13 25 9.3 0;
14 0 9.3 13.5; 15 11.5 9.3 13.5; 16 25 9.3 13.5; 17 0 9.3 27; 18 11.5 9.3 27;
19 25 9.3 27; 20 0 18.6 0; 21 11.5 18.6 0; 22 25 18.6 0; 23 0 18.6 13.5;
24 11.5 18.6 13.5; 25 25 18.6 13.5; 26 0 18.6 27; 27 11.5 18.6 27;
28 25 18.6 27; 29 0 27.9 0; 30 11.5 27.9 0; 31 25 27.9 0; 32 0 27.9 13.5;
33 11.5 27.9 13.5; 34 25 27.9 13.5; 35 0 27.9 27; 36 11.5 27.9 27;
38 11.5 9.3 30.6; 39 25 9.3 30.6; 40 28.6 9.3 13.5; 41 28.6 9.3 27;
42 11.5 18.6 30.6; 43 25 18.6 30.6; 44 28.6 18.6 13.5; 45 28.6 18.6 27;
46 16.5833 9.3 0; 47 16.5833 9.3 13.5; 48 16.5833 18.6 0; 49 16.5833 18.6 13.5;
50 11.5 4.65223 0; 51 25 4.65223 0; 52 11.5 13.9534 0; 53 25 13.9534 0;
MEMBER INCIDENCES
1 1 3; 2 3 4; 3 4 7; 4 7 10; 5 10 9; 6 9 8; 7 8 5; 8 5 1; 9 5 6; 10 6 7;
11 3 6; 12 6 9; 13 1 11; 14 3 12; 15 4 13; 16 5 14; 17 6 15; 18 7 16; 19 8 17;
20 9 18; 21 10 19; 22 11 12; 23 12 46; 24 13 16; 25 16 19; 26 19 18; 27 18 17;
28 17 14; 29 14 11; 30 14 15; 31 15 47; 32 12 15; 33 15 18; 34 11 20; 35 12 21;
36 13 22; 37 14 23; 38 15 24; 39 16 25; 40 17 26; 41 18 27; 42 19 28; 43 20 21;
44 21 48; 45 22 25; 46 25 28; 47 28 27; 48 27 26; 49 26 23; 50 23 20; 51 23 24;
52 24 49; 53 21 24; 54 24 27; 55 20 29; 56 21 30; 57 22 31; 58 23 32; 59 24 33;
60 25 34; 61 26 35; 62 27 36; 64 29 30; 65 30 31; 66 31 34; 69 36 35; 70 35 32;
71 32 29; 72 32 33; 73 33 34; 74 30 33; 75 33 36; 76 18 38; 77 19 39; 78 16 40;
79 19 41; 80 40 41; 81 39 38; 82 27 42; 83 28 43; 84 25 44; 85 28 45; 86 42 43;
87 45 44; 90 46 47; 93 48 49; 96 50 51; 99 52 53; 100 48 22; 101 49 25;
102 46 13; 103 47 16;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.01771e+006
POISSON 0.17
DENSITY 0.668728
ALPHA 5e-006
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 2562.18
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
1 TO 12 22 TO 33 43 TO 54 64 TO 66 69 TO 87 90 93 96 99 TO 103 PRIS YD 1 ZD 1
13 TO 21 34 TO 42 55 TO 62 PRIS YD 1.16 ZD 0.7
CONSTANTS
MATERIAL CONCRETE ALL
MEMBER CRACKED
13 16 TO 21 34 37 TO 42 55 TO 61 -
62 REDUCTION RIX 0.700000 RIY 0.700000 RIZ 0.700000
1 TO 12 22 24 TO 30 32 33 43 45 TO 51 53 54 64 TO 66 69 TO 84 -
85 REDUCTION RIX 0.350000 RIY 0.350000 RIZ 0.350000
FLOOR DIAPHRAGM
DIA 1 TYPE RIG HEI 9.3 JOINT 11 TO 19 38 TO 41 46 TO 49
DIA 2 TYPE RIG HEI 18.6 JOINT 20 TO 28 42 TO 45
DIA 3 TYPE RIG HEI 27.9 JOINT 29 TO 36
SUPPORTS
1 3 TO 10 FIXED
MEMBER RELEASE
90 93 START MX MY MZ
90 93 END MX MY MZ
***Seismic Load Calculation***
DEFINE 1893 LOAD
ZONE 0.36 RF 5 I 1.2 SS 2 ST 1 DM 0.267 PX 0.277 PZ 0.5
SELFWEIGHT ALL
***Dead Load Seismic***
LOAD 5 LOADTYPE Dead TITLE DEAD
SELFWEIGHT LIST 52 101
SELFWEIGHT LIST 44 100
SELFWEIGHT LIST 31 103
SELFWEIGHT LIST 23 102
SELFWEIGHT LIST 35
SELFWEIGHT LIST 36
SELFWEIGHT LIST 14
SELFWEIGHT LIST 15
MEMBER WEIGHT
1 22 43 UNI 10.87
2 TO 8 24 TO 29 45 48 TO 50 54 90 93 UNI 7.67
101 UNI 7.67 0 2.56541
52 UNI 7.67 0 1.5494
100 UNI 7.67 0 2.56541
44 UNI 7.67 0 1.5494
102 UNI 7.67 0 2.56541
23 UNI 7.67 0 1.5494
9 30 UNI 5.2
10 TO 12 32 33 51 53 UNI 3.64
103 UNI 3.64 0 2.56541
31 UNI 3.64 0 1.5494
64 TO 66 69 TO 71 73 75 UNI 2.09
FLOOR WEIGHT
YRANGE 1 6 FLOAD 2.5 XRANGE 0 3.505 ZRANGE 0 8.23
YRANGE 1 6 FLOAD 2.5 XRANGE 3.505 8.717 ZRANGE 4.115 9.327
YRANGE 6 9 FLOAD 2.5 XRANGE 0 7.62 ZRANGE 0 8.23
YRANGE 1 6 FLOAD 1 XRANGE 0 3.505 ZRANGE 0 8.23
YRANGE 1 6 FLOAD 1 XRANGE 3.505 8.717 ZRANGE 3.505 9.237
YRANGE 1 6 FLOAD 1 XRANGE 3.505 7.62 ZRANGE 0 4.115
YRANGE 6 9 FLOAD 1 XRANGE 0 7.62 ZRANGE 0 8.23
YRANGE 1 6 FLOAD 1 XRANGE 0 3.505 ZRANGE 0 8.23
YRANGE 1 6 FLOAD 1 XRANGE 3.505 8.717 ZRANGE 4.115 9.327
ONEWAY LOAD
YRANGE 1 6 ONE 2.5 XRANGE 3.505 5.055 ZRANGE 0 4.115
YRANGE 1 6 ONE 1 XRANGE 3.505 5.055 ZRANGE 0 4.115
MEMBER LOAD
31 52 96 99 101 103 UNI 3.32
*** Live Load Seismic***
LOAD 6 LOADTYPE Live TITLE LIVE
FLOOR WEIGHT
YRANGE 1 6 FLOAD 0.5 XRANGE 0 3.505 ZRANGE 0 8.23
YRANGE 1 6 FLOAD 0.5 XRANGE 3.505 8.717 ZRANGE 4.115 9.327
YRANGE 6 9 FLOAD 0 XRANGE 0 7.62 ZRANGE 0 8.23
ONEWAY LOAD
YRANGE 1 6 ONE 0.5 XRANGE 3.505 5.055 ZRANGE 0 4.115
MEMBER WEIGHT
31 52 96 99 101 103 UNI 0.385
LOAD 7 LOADTYPE Wind TITLE WIND X
***Primary Load Defination***
DEFINE WIND LOAD
TYPE 1 WIND 1
INT 0.056764 HEIG 27.8871
LOAD 1 LOADTYPE Seismic TITLE EQX
1893 LOAD X 1
LOAD 2 LOADTYPE Seismic TITLE EQX-
1893 LOAD X -1
LOAD 3 LOADTYPE Seismic TITLE EQZ
1893 LOAD Z 1
LOAD 4 LOADTYPE Seismic TITLE EQZ-
1893 LOAD Z -1
***Dead Load***
LOAD 5 LOADTYPE Dead TITLE DEAD
SELFWEIGHT Y -1 LIST 1 TO 13 16 TO 22 24 TO 30 32 TO 34 37 TO 43 45 TO 51 -
53 TO 62 64 TO 66 69 TO 85 90
SELFWEIGHT Y -1 LIST 52 101
SELFWEIGHT Y -1 LIST 44 100
SELFWEIGHT Y -1 LIST 31 103
SELFWEIGHT Y -1 LIST 23 102
SELFWEIGHT Y -1 LIST 35
SELFWEIGHT Y -1 LIST 36
SELFWEIGHT Y -1 LIST 14
SELFWEIGHT Y -1 LIST 15
MEMBER LOAD
1 22 43 UNI GY -10.87
2 TO 8 24 TO 29 45 48 TO 50 54 90 93 UNI GY -7.67
101 UNI GY -7.67 0 2.56541
52 UNI GY -7.67 0 1.5494
100 UNI GY -7.67 0 2.56541
44 UNI GY -7.67 0 1.5494
102 UNI GY -7.67 0 2.56541
23 UNI GY -7.67 0 1.5494
9 30 UNI GY -5.2
10 TO 12 32 33 51 53 UNI GY -3.64
103 UNI GY -3.64 0 2.56541
31 UNI GY -3.64 0 1.5494
64 TO 66 69 TO 71 73 75 UNI GY -2.09
FLOOR LOAD
YRANGE 1 6 FLOAD -2.5 XRANGE 0 3.505 ZRANGE 0 8.23 GY
YRANGE 1 6 FLOAD -2.5 XRANGE 3.505 8.717 ZRANGE 4.115 9.327 GY
YRANGE 6 9 FLOAD -2.5 XRANGE 0 7.62 ZRANGE 0 8.23 GY
YRANGE 1 6 FLOAD -1 XRANGE 0 3.505 ZRANGE 0 8.23 GY
YRANGE 1 6 FLOAD -1 XRANGE 3.505 8.717 ZRANGE 3.505 9.237 GY
YRANGE 1 6 FLOAD -1 XRANGE 3.505 7.62 ZRANGE 0 4.115 GY
YRANGE 6 9 FLOAD -1 XRANGE 0 7.62 ZRANGE 0 8.23 GY
YRANGE 1 6 FLOAD -1 XRANGE 0 3.505 ZRANGE 0 8.23 GY
YRANGE 1 6 FLOAD -1 XRANGE 3.505 8.717 ZRANGE 4.115 9.327 GY
ONEWAY LOAD
YRANGE 1 6 ONE -2.5 XRANGE 3.505 5.055 ZRANGE 0 4.115 GY
YRANGE 1 6 ONE -1 XRANGE 3.505 5.055 ZRANGE 0 4.115 GY
MEMBER LOAD
31 52 96 99 101 103 UNI GY -3.32
*** Live Load***
LOAD 6 LOADTYPE Live TITLE LIVE
FLOOR LOAD
YRANGE 1 6 FLOAD -2 XRANGE 0 3.505 ZRANGE 0 8.23 GY
YRANGE 1 6 FLOAD -2 XRANGE 3.505 8.717 ZRANGE 4.115 9.327 GY
YRANGE 6 9 FLOAD -1.5 XRANGE 0 7.62 ZRANGE 0 8.23 GY
ONEWAY LOAD
YRANGE 1 6 ONE -2 XRANGE 3.505 5.055 ZRANGE 0 4.115 GY
MEMBER LOAD
31 52 96 99 101 103 UNI GY -0.77
LOAD 7 LOADTYPE Wind TITLE WIND X
WIND LOAD X 1 TYPE 1 XR 0 3.28083 YR 0 29.5275 ZR 0 27.0013
WIND LOAD -X -1 TYPE 1 XR 16.4042 26.2467 YR 0 29.5275 ZR 0 29.5275
WIND LOAD Z 1 TYPE 1 XR 0 26.2467 YR 0 29.5275 ZR 0 3.28083
WIND LOAD -Z -1 TYPE 1 XR 0 26.2467 YR 0 29.5275 ZR 19.685 29.5275
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DESIGN OF FOOTING CARRYING 4 COLUMNS AT EXPANSION JOINTS
STAAD Foundation in Staad Pro Connect Edition should be improved to enable users to design a footing which is carrying 4 columns at expansion joints.
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rcdc
rcdc 10.0 fail to design ductile design at level 0 to 1.5m. can any one help me to fix that...
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STAAD Crash deletes files & folders.
Our IT department doubts with some evidence that STAAD crashes -that are occurring a lot- are the reason behind many files and folders disappearing without any logic reason. This happened to many PCs & Laptops. The files show next on the recovery tools as being deleted although none of us deletes anything.
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Ductility Design in RAM Concept
Hello,
I have a question regarding using "Ductility design" step. If I assume that I wan't redistribute moments in my project (EC2 code implementation), is it appropriate just to delete "Ductility design" from design rules? Or some amount of redistribution is already taken into account in "strenght design" step and I can't just delete "ductility design" rule?
Thank you in advance for answer.
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Pad foundation in RAM Concept
I have a question regarding pad foundations in RAM, I am new to RAM, have used it for suspended slabs but not for slabs on ground
The reason for the model (and not simplified software) is because the footing shape is irregular with 5 columns from the permanent structure and a central load from a crane. I added an area support representing the soil. Currently I have major shear reinforcing call-ups which does not make sense. I assume this is due to the way the design strips are modelled in. What is the best way to do design strips for pad foundations to get more accurate results?
Typical design strips for pad foundation
communities.bentley.com/.../Foundation-design-_2D00_-RAM.cpt
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Failure Type: TOP: BM - Detailing
STAAD RCDC keeps giving me BM - Detailing Failure no matter what parameter I adjust (beam dimension, material strengths, preferred bar spacing, etc.), I tried everything including checking Beam and Axial Force Design. Code used is ACI 318-14M. Just wondering how the software arrives at this conclusion so I can better understand it. RCDC gives little to no insight on why it gives failure reports.
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RCDC COLUMN DESIGN PROBLEM HELP
why does my column design look like this when i import from staad to rcdc column design? I also attached my staad file. Thank you for your help
communities.bentley.com/.../DECATORIA_5F00_2_5F00_STOREY_5F00_RESIDENTIAL.STD
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RAMSS - Construction Grid Parallel to Wall/Beam on a Diagonal
I can't seem to place a construction grid parallel to a diagonal / skewed wall/beam. Is this possible?
Thanks!
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REINFORCED CONCRETE PLATE DESIGN IN STAAD PRO C.E
I have a model like this in Staad Pro C.E Update 5 and i would like to design these slant slabs which are not supported on side beams ,after getting analysis result, how do i choose representative plate to design, the one with Max Absolute or Max My?
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RAM SS - Wind Load - Skip Story
Will RAM SS ever skip a story when applying wind load? For example, if I don't have a diaphragm at the 2nd story elevation, can I get the program to apply the wind pressures on the 3rd floor (as if the cladding were spanning from 1 to 3?
Thanks!
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Column buckling shape in Staad Pro
Hi
Can we see single curve and double curve column buckling shapes as shown in sketch in Staad Pro.
Thank you.
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RAM SS - Tilt-up Wall Not a Shear Wall
If you are designing a tilt-up wall, I understand that it needs to be a lateral member for analysis and design. Is it possible to have this wall be a lateral member, but also disconnect it from the diaphragm so that it does not take lateral load?
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