I modeled a curved bridge as shown in the picture. I tried to use master/slave to connect the pier caps and the supersture. However it turned out the master/slave can only be used in the global system and DOF of the curved bridge that need to be connected are in terms of global system. It seems like STAAD doesn't have the option to set up master/slave nodes in globle system. I thought about adding rigid beam elements as rigid links but it will change the stiffness of the whole structure (here arises a question that doean't the master/slave and offset change the structure's stiffness?). So does anyone have any idea solving this problem? Thank you!
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Master/slave used in a curved bridge
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RAM Concept demand exceeds the capacity when designing for reinforcement.
I am using RAM Concept to design a slab with beams. When I look under strength design, at the demand and capacities at the column, the demand is exceeding the capacity RAM has designed. I have done a quick hand calc with the steel they provide to verify this and it is lower than the demand. Do you know why RAM would be doing this?
I have attached a screenshot of it. The green is the demand and the pink is the capacity.
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Discrepency In Staad V8i....??
Dear Support, Please find the Staad file for design of a steel structure. Please note that the structure comprises of the Angles 100x100x10 LD back to back for Vertical braces. During the design check, it is found that the double angle fails as braces for BS 5950 design. Is this the bug in Staad Pro V8i?? I found the following discrepancy in Output file (attached relevant page). BS Code 5950 limits the use of double angle in case of slenderness check. The slenderness for these member is checked as for lacing members in STAAD. The STAAD takes the parameter rvv applicable for Single angle arrangement for bracing member length Lvv, which is incorrect as per Cl. 4.7.9 (g) of BS 5950-1:2000. Refer attached STAAD Output sheet & Cl. 4.7.9 (g) of BS 5950-1:2000. I need two clarification here. 1. BS 5950-2000, Cl. 4.7.8 (g) says that Slenderness of the main components shall not exceed 50, which I understand is valid for Colum / Component Column and not for braces / lacings between columns, whereas the slenderness of bracing member itself should not exceed 180 as per Cl. (h) below. 2. Even if we ignore the above point and providing Lvv=rmin x 50 (here why 50 and not 180 which should be as per codal provision Cl. 4.7.9 (h))are we not just by-passing the slenderness check or we can say it is irrelevant for double angle arranged in back to back fashion .
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FRAME FOR PANEL
We have carried out the analysis this analysis is report is not matching with manual calculation. Kindly intimate where we have done mistake. kindly find the attached file.
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STATIC AND DYNAMIC ANALYSIS OF STRUCTURE
Please share a realistic example of seismic analysis using STATIC and DYNAMIC inputs in a single run and explain why the said model is now ready for design (like the mass participation ratio in dynamic analysis is now accepted and show also how to scale the result of static and dynamic if possible).
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STAAD offset led to saw tooth moment diagram
The saw tooth moment diagram is as shown in figure. The diagram showed discontinuity after I offset the plate giders down unde the deck. I wonder why it happens and how can solve this problem. Thank you.
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KY,KZ,LY,LZ
How to apply Ky, Kz, Ly & Lz.
In local axis of a member how to find X, Y , Z , and how to implement to the members.
These four parameters acting what roles on a structure. How to find the changes of the results.
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Deflection problem
Hi :)
How come the values of deflection for beam 1 remains unchanged before and after using this command:
MEMBER CRACKED
1 REDUCTION RIX 0.35
even though the moment of inertia have been reduced ?
Thanks in advance
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clarify
A 3meters long member created with 4 nodes. The member supports at 1st and 4 th node, one end is fixed and other end is pinned.
In a design 3M is a continuous member, the member is failed in L/r ratio manually. In staad pro it will be passed by 3 individual members.
How can be considered by continuous members.How to Implement in staadpro. Give some examples.
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Pls find the attached STAAD PRO file
In a model, A 3M long member created with 4 nodes. I assigned a member property ISA 30X30X3 angle and applied self weight only.
In a manual calculation i take " r " value is 0.89Cm referred by standard angle catalog. In my calculation L/r ratio is ( 300/0.89 ) = 337 is greater than 180.
In Staad pro the KL/r value is not matching with manual calculation. How to implement a member is a continuous member.
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Reduction of section properties to account for cracking in concrete members
Hi everyone :)
communities.bentley.com/.../download.aspx
This rar file contains 3 simply supported beam models , one with;
MEMBER CRACKED
1 REDUCTION RIZ 0.35
the other with;
MEMBER CRACKED
1 REDUCTION RIY 0.35
and the last without any reduction
My question is why there are no differences in deflection values between the three of them ; even though the moment of inertia have been reduced in two of the models ?
Thanks in advance ,,
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Code Check for 6.2.7.5 of the EN1993-1-1:2005
Hello Mr Shayan,
Greetings to you.
I have seen your posts on the EN 1993-1-1:2005 and have found them quite interesting.
As such, I have some queries,
Can you help me to understand how staad calculates a ratio of 1.564 against 6.2.7.(5) for member 480. I have done a calculation and it seems quite less.
I have read the articles on it you and Mr Sudip Narayan Chowdhury. Gives a good knowledge on P057 calculation and torsion calculation . Thanks for them.
Thank you
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Clarify
In an output result the Ratio Value comes Lesser than 1 or Greater than 1. How to calculate the Ratio value manually. This value is comes out on what way.
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SNIP Unity Ratio and Load Case
Question:
User is trying to do Check code on the bracings elements but Staad.Pro checking from the first or last load case (combination). But not at from the largest load.
As example he provided member 529, where compression force is 44.142 kN (14 load combination), but program checks from the 1st load case where the force is 4.117 kN:
Answer:
In the scope of member 529, the critical condition is code clause 6.15, which is a limiting slenderness ratio, and STAAD.Pro reports unit ratio for slenderness 0.82 for the Load Case 1. This is because for all load cases the member slenderness is the same and the results of this check is the same, hence, STAAD.Pro reports the first (by the order they appear in the input) load case with the highest unit ratio (from the list of all load cases checked).
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Staad Pro Licensing issue
We bought 2 number of STAADPro V8i network licenses but now only can use one user at one time. Why? Please help
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Concrete Design
What does the term "Long Rein" and "Trans Rein" mean when performing the concrete design.
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section database
Pls find the section database. The section is placed in end of the table
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Can multiple RATIO commands apply to a single Code Check?
I'm working on a STAAD model having several load cases and combinations, some of which include seismic loads. Project specifications allow a 1/3 increase in allowables for seismic loads. I'd like to set my model up so the Utilization Ratio table in the STAAD report shows the correct Allowable Ratio based on load combination. Is this possible? So far I've been unable to make it happen.
I've tried using the LOAD LIST command in the following manner:
...
LOAD LIST <combo #1 without seismic>
PARAMETER
RATIO 1.0 ALL
LOAD LIST <combo #2 with seismic>
PARAMETER
RATIO 1.33 ALL
CHECK CODE ALL
But, this doesn't seem to work. The Utilization Ratio table shows the controlling load combo, #1 or #2, but the Allowable Ratio is shown as 1.33 for all members. Is there a way to make the table show 1.0 allowable for members where combo #1 controls? I'd like the report to indicate that the 1/3 increase is only being applied to the appropriate cases/combos. Thanks for any input.
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How to check the node/beam displacement in local system
Due to the beta angle is not zero, I need to check the node/beam displacement in local system instead of global system after dynamic analysis is performed (so lateral displacements will be critical). I wonder how to do that. Thank you.
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How can I get the sum of the load?
How can I get the total load of each floor by the load type, such as the sum of dead load of each floor?
The command "print..." seems only for the force and moment.
Thanks!
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