hello all,
Here I got 6 errors while analyzing the model, but I can not find any in the output file,
Can someone help me recognize where those warnings are ? 
Additionally, I got those notes in the output file, but can not understand whyy they appear as there is no members assigned Dj1 and Dj2 specified in those notes. 
Note: I am using STAAD.Pro CE v22 Update 3 , because I had problems with update 4 when reporting deflection utilization ratio and I reported that on another question.
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Can not view STAAD errors in the output file
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STAAD ANALYSIS FOR WIND LOADS
Hello Team,
I am Ahmed, I was actually practicing the analysis of steel structures. I am referring to EURO Codes.
I request the team to kindly provide me some technical clarification on why these are being faced. Following are my queries:
1. As i could not autogenerate the wind loads as per EURO codes, i am calculating them manually and assigning as member loads (UDL) to all the members. Here i am facing a problem that how we could assign a UDL when we will have a tower (Lattice) closed from all sides by some cladding?
2. When i have a lattice tower with cross braces in it, (let us consider an example of 4 m square lattice tower which has 4 sets of cross braces on each face of the tower), definitely i will be having nodes for each bracing connecting the vertical member. In such a case, the 4 m verticle member will be split into many members of different lengths (x, y and z as in attached image). Here, do i need to calculate the wind load by considering every small member's length, or i shall consider for whole 4 m length and assign to all members? (Attached Picture is for reference)./resized-image/__size/320x240/__key/communityserver-discussions-components-files/5932/pastedimage1592730776458v1.jpeg
3. When i consider it to be covered with cladding, how should i distribute my loads to all members and bracings?
/resized-image/__size/320x240/__key/communityserver-discussions-components-files/5932/pastedimage1592730850343v2.jpeg as in this picture, we can see that the wind load calculated will be acting at the center of cladding as UDL, how can i divide it into all individual members?
4. When i considered without cladding and applied UDL load on each member, i found that the bracings are showing the higher utilization ratio. Is it due to the reason of any member release or considering them as tension only or compression-only members? I have not assigned any such specification to any members. Kindly let me know what should be my approach to model and design so it will be technically sound.
5. Can i exclude the bracings from wind loads?
6. Can i neglect the higher utilization ratio of those bracings?
Your valuable response is highly appreciated.
Thank you.
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Assigning nodes in STAAD PRO
Hi Team,
I would like to know when we can add a node to the members?
For Ex: If i have two Steel Strips/Plates overlapping each other (In reality, not completely but a part of the length)
Case 1: when we do not have any connection between the two. Just an overlap (One resting the above) in the vertical plane.
Case 2: when we have welding done at the overlap, suppose we weld the area of overlap (Consider we have 1m strips which overlap each other, overlap length is 0.1 m).
In both situations, do we need to assign any nodes at the overlap, if not then how do we differentiate between both cases?
Thanks
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***WARNING - INSTABILITY AT JOINT 11 DIRECTION = MZ. I have this warning and I don't what to do.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 16-Jun-20
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 0 1.35; 3 0 0 2.7; 4 0 0 4.05; 5 0 0 5.4; 6 0 0 6.75; 7 0 0 8.1;
8 0 0 9.45; 9 0 0 10.8; 10 0 0 12.15; 11 0 0 13.5; 12 0 0.3 0; 13 0 0.3 13.5;
14 0 1.02 1.35; 15 0 1.02 12.15; 16 0 1.74 2.7; 17 0 1.74 10.8; 18 0 2.46 4.05;
19 0 2.46 9.45; 20 0 3.18 5.4; 21 0 3.18 8.1; 22 0 3.9 6.75;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;
11 1 12; 12 11 13; 13 2 14; 14 10 15; 15 3 16; 16 9 17; 17 4 18; 18 8 19;
19 5 20; 20 7 21; 21 6 22; 22 12 14; 23 14 16; 24 16 18; 25 18 20; 26 20 22;
27 22 21; 28 21 19; 29 19 17; 30 17 15; 31 15 13; 32 2 12; 33 3 14; 34 4 16;
35 5 18; 36 6 20; 37 6 21; 38 7 19; 39 8 17; 40 9 15; 41 10 13;
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
END DEFINE MATERIAL
MEMBER PROPERTY COLDFORMED AMERICAN
1 TO 41 TABLE ST 2LU2X135
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 5 7 10 PINNED
MEMBER RELEASE
13 TO 21 32 TO 41 START MP 0.99
13 TO 21 32 TO 41 END MP 0.99
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Z -1
MEMBER LOAD
22 TO 31 UNI GZ -0.25
22 TO 31 UNI GZ -0.326
1 TO 10 UNI GZ -0.5
LOAD 2 LOADTYPE Live TITLE LL
MEMBER LOAD
22 TO 31 UNI GZ -1.5
LOAD 3 LOADTYPE Wind TITLE WL1
MEMBER LOAD
22 TO 31 UNI Z -4.3
LOAD 4 LOADTYPE Wind TITLE WL2
MEMBER LOAD
22 26 27 31 UNI Z 5.2
23 TO 25 28 TO 30 UNI Z 4.3
LOAD COMB 5 1.2DL + 0.5LL + 1.0WL1
1 1.2 2 0.5 3 1.0
LOAD COMB 6 1.2DL + 0.5LL + 1.0WL2
1 1.2 2 0.5 4 1.0
LOAD COMB 7 0.9DL + 1.0WL1
1 0.9 3 1.0
LOAD COMB 8 0.9DL + 1.0WL2
1 0.9 4 1.0
LOAD COMB 9 1.0DL + 1,0LL
1 1.0 2 1.0
PERFORM ANALYSIS
LOAD LIST 5 TO 8
FINISH
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Staad Pro Steel property Error
I am facing following error while opening a staad file in one of our company computers where as in the other no such error.
With this error all UB/UC profiles are not considered or are ignored by Staad pro.
Even the section database for British members also become inactive in Staad (not possible to select)
Currently using Staad PRo Connect edition 22 Update 3.
Any specific solution for that user.
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Unable to merge Structural Wizard file in Stadd Model.
Hello,
I am using Staad Pro V8i SS6
I am trying to create a model. To accomplish this task I am using the structure wizard module for reverse cyclinder ( also tried creating other models but failed to merge too). I have successfully created the model and
after several failed attempts at transferring this item into the Staad.Pro via the 'merge Model with Staad.Pro Model' under the file menu. After selecting the merge command, I am prompted whether I would like to merge
this prototype with my current STAAD.Pro model. After clicking yes, however, the module disappears but the 'Paste Prototype Model' dialog box which is outlined in the tutorial never appears. Also Staad.Pro remains
inactive and an error is given that it is occupied by another application.
Further retrying to RUN Structural Wizard from Geometry in Stadd Model but fails to open the Wizard.
Any help provided will be appreciated.
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Staad Pro Steel property Error
I am facing following error while opening a staad file in one of our company computers where as in the other no such error.
With this error all UB/UC profiles are not considered or are ignored by Staad pro.
Even the section database for British members also become inactive in Staad (not possible to select)
Currently using Staad PRo Connect edition 22 Update 3.
Any specific solution for that user.
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Utilisation Ratio
Hi Team,
May I know how the Utilisation Ratio in STAAD PRO is calculated?
As per the definition, it states that, the ratio of Applied Load to its Capacity.
Do I get these Applied Load Value and Member Capacity value from STAAD itself or do i need to calculate it manually?
Thanks
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rcdc
when ever i design the same section with IS456+IS13920 1993 and the same section with IS 456+IS 13920 -2016 . the section fail in IS 456+IS 13920-2016 and passedin other code. it aways take bigger dimesion to pass but that much dimesion is not at all required for the same load.
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Solid round Section from Dutch database STAAD
Hello All,
I have a question regarding the Solid Round Sections In STAAD,
In this model, the bracing system was modeled using solid round sections and were assigend Tension only memeber specification.
In the results, I was unable to view the stresses in those members.
Using the same model I changed the round section to a prismatic circle section and the results were available here. 
I noticed that when assigning Sollid round section, Iz and W were 0 for them, Is this the reason why stresses are not available for such sections ?
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Does Ram Concept Support APIs?
Greetings,
I am asking if Ram Concept supports APIs (application programming interface ) . I am a structural Engineer and APIs are very powerful to optimize time and design .I use APIs for ETABS ,but hoping that Ram Concept supports APIs also as it is very powerful in design of post tension slabs .I have been searching through Bentley website but couldnot find information about that . Can anyone advise ?
Regards
Mostafa
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RAM Concrete Column
I can't seem to find documentation to answer this question. What (EI)eff does RAM use to calculate the critical buckling load, Pc? Is the smallest of the 3 equations from ACI 318-14 equation 6.6.4.4.4 used?
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RAM SS - Fundamental Period used for Base Shear Calculation
I am checking the base shear of a current RAM SS model against manual calculations using the ELF method, and in particular, trying to determine why the base shears being report in RAM SS are significantly less than my manual calculations. Reviewing the 'Load and Applied Forces' report, I noticed that the fundamental period, T-used, used to calculate Seismic Response Coefficient is different than if worked out using ASCE 7 -16 Eq 12.8-7, so I assuming it is using Eq 12.8-9 - could you clarify?
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CONNECTION BLOCKS MODEL
Hi Team,
I hope you are doing well.
In order to connect any two trusses or towers together we design some different kinds of Connection Blocks using steel plates, with bolted and welded connections.
Example 1:
Attached is an example of connecting a circular plate with stiffeners.
Example 2:
Attached is an example of a connection block with stiffeners. This image shows the connection of the block to the concrete foundation. However, assume that we have another steel column/truss in place of concrete foundation and some beams are needed to connect to the blocks.
In these cases, do we need to create such blocks and stiffeners using a generate surface command in STAAD PRO?
If we must create a block to connect two trusses and beams horizontally to that block then, how the meshing of the surface shall be done to connect a beam to the surface?
Is it feasible to model such blocks or it is advisable to avoid the blocks and just include nodal connections using simple plate/surface?
[Images included are extracted from the internet, to understand what all the staad pro can do, just for reference].
Thanks
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Mat Foundation in Openstaad
Hi,
Is it Possible to define Elastic/ Plastic Mat Foundation Support using OpenStaad?
If yes, what is the syntax for it.
Thanks in advance.
Balaji.R
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Reg: Issues on connection check load combinations
Hi,
I am using RAM connection for all my connections. In Ram connection, I am generating load combinations in any connection after defining load cases in RAM. When i check results of connection, i have noted that RAM is checking & demanding the capacity equation for all load combinations as well as load case also. Actually, when we define load combinations in RAM, results of demanding equation should be checked only for load combinations. Here i have attached connection design file. Could you please check & advise why ram is checking for load case ?.
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Spacing of Stirrups IS Code : As per code
As per code in beam design by manual calculation i am getting spacing of 229 for stirrups , lets say we will consider 230 ,but in staad it gives spacing of 110 mm for 8 dia bar,how? it software is considering ?
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WIND LOAD
Hi Team,
May I know, what amount of wind force will be acting on the yellow circled beams? (See attached image)
Will that be the same as a wind force on Exterior Beams?
When I consider the wind definition and apply wind from load items it assigns to all members equally based on intensities added in the definition.
Do those platform beams also carry the same amount to load when all 4 sides are open?
Do the parallel beams to wind direction also face the same amount of load?
Thanks
Thanks
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IS 13920 2016, design and detailing requirements using STAAD connect edition
Hi,
We need to design a rectangular building as per IS 13920-2016. Can you please advise whether STAAD connect edition take care of all the design and Detailing clauses of IS 13920 :2016. I am specifically concerned about
1. Clause no. 6.3.3 - For Shear force Capacity check of beam.
2. Clause no .7.2 - Strong Column and Weak Beam requirements.
3. Clause no 7.5 - Design Shear force in columns
4. Clause no 8 - Calculation for confining reinforcement.
5. Clause no 9.1 - Design of beam column joint for Distortional Shear.
I was going through internet and found some literature on STAAD pro and it say that it take care of IS 13920-2016 clauses. What about STAAD Connect edition ?
How are we supposed to design concrete building for IS 13920-2016 using staad connect edition ?
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Please how do I resolve "Beam forces are not imported" in RCDC Beam design?
I am trying to design the beams for the concrete structure I analysed in STAAD but every I arrive at Beam design, when I click on the "design button", it gives me the error message "Beam forces not imported".
I an able to design columns, slabs and footing.
How do I resolve this please. Thanks
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