Staad File

8/22/2019 Staad File

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Dear All, I am designing aRCC 7 Storey appartment building in which all the slabs are supported on shear walls only

using staad pro. There are no columns and beams. Can any one upload a input file of similar building based on

Indian codes codes.

My approach is

1) Generate concretesurfaces & shear walls & assign parameters

2) Mass modeling by considering all the joint as hinge

3)applying Load Combination (DL+ .75LL) to get joint weights

4) Applying IS 1893 load Seismic in X -Direction sesimic in Z Direction

5)Applying joint weights

6) Applying floor laod

7) Element Loads

8) Perform Analysis

9) Start concrete Design Units Newton MM Design Shear Wall End Concrete Design Finish

Is my approach correct??????

How to extract reinforcement???????

Thanks in Advance???????

regards,

Atul

[email protected]


7/15

Concrete Design Optimization

Hello

Sorry, there is currently no facility in STAAD.Pro by which the program can iteratively come up with the optimum

member size for concrete beams and columns. However, it is one of the enhancements proposed for a future version.

Thanks

Regards,

Shayan

Hi,

Is there a way for STAAD.pro to optimize concrete beam and column sizes based on the applied loads? I would like

to create a model of a simple reinforced concrete frame with stick figures representing the centroids of the beam andcolumns. I would like to load the frame and then have STAAD.pro tell me what the optimal dimensions would be for

the beam and columns (18"X18" columns or 16"x12" columns or 12"x12" columns, etc). In the interest of time, I

would like to avoid having to run manual hand calcs to come up with preliminary beam and column sizes to input into

STAAD.pro. Please help and let me know if you're aware of any way to do this with STAAD.pro or even RAM

Elements. Thank you!


8/15

i just wonder why nobody can answer the question above because we have the same case. I cannot figure out the

result in designing shear wall how is the reinforcement arrangement goes. Is anybody there can help us? I know

already how to design shearwall by using surface but my problem is to interpret the design results. Please help us in

this issue, I already read all the comments in the forum or posts but I cannot see an answer in my question. Thnx


9/15

Gents,

today i'm working on pipe/tubular section in my model. to check the ratio in analysis, i'm using API code, but for non

tubular section, i use AISC 9th Ed.

however, i have some question regarding API code. (i use STAAD Pro v8i SELECT 4 20.07.09.31)

in API design parameter :

1. BEAM command

BEAM 1.0

Beam parameter:

0.0 = design only for end moments or those at locations specified by the SECTIONcommand.

1.0 = calculate moments at twelfth points along the beam, and use the maximum Mzlocation for design.

2.0 = Same forBEAM 1.0, but additional check is made at each end.

when i use BEAM 2.0 ALL -> it shows ERROR.

PARAMETER 6

CODE API

BEAM 2 ALL

RATIO 1.33 ALL

LOAD LIST 4

CHECK CODE ALL

FINISH


10/15

why it says ERROR ?

if i use BEAM 1.0 ALL, what's the different between BEAM 1.0 in AISC 9th Ed

?

2. MAIN Command

MAIN 0.0

Design for slenderness.

1.0 = Main member

2.0 = Secondary member

could you explain to me what is main and secondary member means ? In API RP 2A-WSD code they say secondary

member is stair/ladder , boatways, etc.

otherwise will be as primary member.

but i'm not really sure if this is the same just like STAAD do.

your explanation is highly appreciated.

Thank You all.

Structural Engineering,Structural,st
http://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/Structural+Engineering/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/Structural+Engineering/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/Structural/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/Structural/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/Structural/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/steel+design/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/steel+design/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/steel+design/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/steel+design/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/Structural/default.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/f/5932/tags/Structural+Engineering/default.aspx


11/15

Dear Sir.,

I intend to model a 33 storey high rise building concrete frame shear wall building. The first 6 storeys are car park

comprise of columns and beams. The transfer beam are located at Level 7. From Level 7 onwards to the roof are

shear walls.

My question is should I break the building into 2 models , modelling level 1 to 7 as one model and level 7 to level 33

as another model as I am not sure how to model the transfer beam at wall joints. This might be a more conservative

approach.

Please advise if anyone has modelled high rise building with transfer system. Your comments are greatly appreciate.

Thanks

I have seen people do it both ways, and with various applications (RAM Structural System, STAAD.pro, etc.). My

personal feeling is that splitting the models into two can be quite conservative because you don't get the Vierendeel

truss type action that you get when the whole model is analyzed at once. But it's the kind of thing that's easier to hand

verify for sure.

if you want to go with the whole-model approach, but also want to check construction stages, you might make a few

models with 8, or 9 stories for example, before jumping to 33.

Our wiki onConcrete analysiscovers some issues of transfer levels if you are using the Ram Programs, that will be

a good reference.
http://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/6513.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/6513.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/6513.aspxhttp://communities.bentley.com/products/structural/structural_analysis___design/w/structural_analysis_and_design__wiki/6513.aspx


12/15

Connecting Two Ground Slabs by Dowels

Dear All,

I have to analyse and apron slab constructed in panels of size 3mx3m connected with steel dowels. I have modelled

the slabs with plate elements and dowels with beam members. However, I have noted that no load trannsfer between

the slabs. In realily, some part of the load from one panel to be transferred to other slab. Staad file is attached.

Please suggest for correct modelling.

Thanks

kvmkumar

You have released the bending moments (MY and MZ) at both ends of the dowels. In this condition, a shear or a

moment cannot be transferred from the element to the dowel or vice versa. You need to remove the releases for that

to happen.

Also, we suggest you extend the dowels at least one element into the slabs on both their sides. Currently, the dowel

and slab are connected thru a single point which doesn't reflect the reality which is that dowels are embedded into the

slabs.

The issue is that applied load is not transferred to adjacent panels and shear forces on connectors are zero, Attached

file shows results of bearing pressure when center slab panel is loaded.

Could you please substantiate your point . I could see the stress diagram reasonable .


13/15

staadpro shear wall design output

I just want to open this question because I don't know where or to whom I can ask a question regarding shear wall

design using staadpro.

I already have an idea on the procedure on designing it but the my problem is I have doubt in interpreting the result.

Please help me to understand it very well. Below are my doubts:

1) For edge zone, how will we distribute the result of number of bars? Is it along the length of wall or along the

thickness? If along the length, is the result

is considering for one face only or do I need to divide it by 2? The ratio of steel seems to be very big, is it a percent of

ratio that I need to divide it by 100?

2) For vertical, is the ratio appear in the output is considering 1 face only of wall?

3) Also for horizontal, is the ratio appear in the output is considering 1 face only of wall?


14/15

SHEARWALL NO. : 1 DESIGN CODE : BS 8110

WIDTH : 7.00 M FC : 30.00 MPA

HEIGHT : 4.00 M FY : 500.00 MPA

THICKNESS : 250.00 MM CONC. COVER : 25.000 MM

EDGE ELEMENTS : MIN. REINFORCING RATIO :

WIDTH : 1400.00 MM HORIZONTAL : 0.00000

THICKNESS : 250.00 MM VERTICAL : 0.00400

EDGE : 0.00000

REINFORCING SUMMARY (REBAR SPACING/AREA UNITS: MM/MM^2)

==============================================================================

LEVEL GOV.LOAD HORIZONTAL/ VERTICAL/ EDGE/

(M) NO. FOR (RATIO)/ (RATIO)/ (AREA/RATIO)

HOR./

VERT./

EDGE/

LINK HOR. LINK VER. LINK

-----------------------------------------------------------------------------

0.40 7/ 10 DIA @ 364.00/ 12 DIA @ 226.00/ 3 - 16 DIA/

7/ ( 0.00103) ( 0.00200) ( 603.426/ 0.27808)

7/

NOT REQUIRED NOT REQUIRED

Fy = -707.17 KN Fy = -707.17 KN Fy = -707.17 KN

Fxy= -204.78 KN Fxy= -204.78 KN Mz = 178.04 KN-M

Mx = -0.01 KN-M My = 0.88 KN-M


15/15

-----------------------------------------------------------------------------

0.80 9/ 10 DIA @ 413.00/ 12 DIA @ 226.00/ 3 - 16 DIA/

7/ ( 0.00091) ( 0.00200) ( 603.426/ 0.27808)

7/

NOT REQUIRED NOT REQUIRED

Fy = -903.38 KN Fy = -1118.78 KN Fy = -1118.78 KN

Fxy= 180.54 KN Fxy= -116.31 KN Mz = -32.41 KN-M

Mx = -0.09 KN-M My = -0.08 KN-M

(In that result Mr. Suro, for the level 0.4, at the edge zone it was stated that their is 3-16dia. What does it mean? Is

this 3-16dia is for 1 face? by the way I use the parameter 2 layered. Is this mean that the 3 pcs of 16 mm diameter of

rebar will be distributed along 1400mm which the length of edge zone? Is it for one face?

In addition to edge zone, the ratio is quite big. Is it in percent that we need to divide by 100?

For the vertical rebars between the two edge zone, Is this 0.002 ratio is for one face only sir?

Please help me. Thnx a lot

Hi Suro,

Thnx for the response but until now it is not clear to me, I'm sorry I did not understand the statement above that "the

numbers of bars along thickness +2 x number of bars along faces". Is it okey if I will attached a sample output? Can

you read it for me the result in this sample? Please I need your help.

Hi,

The edge reinforcement shown in the output is per the edge. The format that is followed to calculate the

reinforcement is "number of bars along thickness +2 X number of bars along the faces".

If there are two layer of reinforcement, then the reinforcement reported should be distributed half in each layer as it is

a two layered reinforcement. The reinforcement distribution between layers should be 50-50.

For horizontal and vertical direction, the reinforcement is reported per layer.

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