Anggadiwan,
Looks like you are analyzing ridge connection with purlins. I will suggest to analyze ridge connection M1 and M2 only as one connection. And do the analysis of Purlin and rafter member as different connection (one purlin connection with Rafter with worst reaction is fine). There are...
Dear All,
I am analyzing the Internal partition non-load bearing wall (Unreinforced) for lateral wind load as per Euro Code-6. I am having a doubt about the Bottom edge support condition. I found some examples 4 edge supported panels using bottom edge as continuous and sides and top edge as...
its already there in first question, it is drawing by scale.
I tried this its increasing the beam weight and increasing deflection
yes it is cantilever, but I made it strong compare to beam so its deflection horizontal around 5 mm only.
My concept is like pretension beam, Instead of...
Dear All,
Please check the below concept and let me know it will work or not. I just checked manually to get some confidence.
of course some dead load is already balanced by Pretension, I will check again for suction as per your valuable suggestion. But I think for Gravity load this system...
Dear JLNJ,
Forces or not much its only carrying self weight and I already done Nonlinear cable analysis for full model. hardly total Dead load is 17 kg/m (Including weight of beam) and live load will be 12 kg/m each pergola.
Dear All,
there is no chance to increase the height of column. There is height restraint, that's why I am trying like a prestress steel beam. Also one correction I will make that there is no roof covering its a pergola. As each section of steel beam+ pretension cable is cladded with...
Dear All,
I am having a cantilever canopy long span > 5 m. Design concept is a tube with Pretension cable (30 kN) rod as shown below image.
There are lot of high tensile cables available in market, but I want some economical solution.I Was thinking to use 10.9 grade rod as pretension rod...
Dear All,
I am designing a rack system for storing the Building façade Aluminium profile. I tried to find the live load from the codes but didn't found any reference. I checked ASCE-7, IBC and BS6399 but didn't found. Most of the codes having recommendation for Books and files and industrial...
Dear All,
I modified the design as per my understanding and the forces in member.
Original design by supplier:
After analysing the tank I found that the long side is not having much effect of hoop tension as tank is long , therefore for central portion I considered as you frames and...
Now I am planning to increase the thickness of the plate and if need I will strength the members also. I cannot provide tie or baffle as it will obstruct the working.
Dear Dik,
you mean to L is height of length of the tank.
If its height then the allowable bulging = 2250/100 = 22.5 mm
So...
Thanks you for your suggestions.
Actually this details I got from the supplier and I need to verify it. Supplier of tank is not sharing the design report that's why I am verifying.
All the joints are rigid and I cannot propose tie rod as it will obstruct the working of tank. I checked the...
Thank you for quick response.
Dear retired13,
I cannot add baffle as required length of tank is minimum 7.5m . If baffle it will obstruct purpose of tank.
Dear JStephen,
there will be FRP and MS bonded together. So you are asking me model a laminated plate or something like that.
Please...
Dear All,
I am trying to analyse one Rectangular steel tank (water) having size approx. L X W X H = 8 x 1.5 x 2.2 m. I modelled it in STAAD Pro and applied loads as below:
1. Side walls hydrostatic pressure triangular
2. Base uniform pressure with intensity H x water density.
The tank will...
Dear All,
I am designing a foot over bridge crossing the road (State Highway) and all connections are bolted connections. I am having a doubt about the selection of bolt. Shall I go with 8.8 Grade bolt or HSFG bolt. Is there will be too much Vibration due to pedestrian movement in bridge? I...
Dear All,
I am doing another single layer frame (latticed) with free form (same as above). In this we have a third party designer for checking our design.
3rd party is modelling our structure in ETABS/SAP000 and they are defining effective length and k factor as programme determined, as in...
Dear All,
I am having a doubt about bolt torque.
I am designing a steel structure in that I have M-24 (24 mm diameter) bolt 8.8 grade with maximum tension of 125 kN. Is it mandatory to calculate torque for this case or simply I can follow the Standard torque chart available? Is torque value...
Dear All,
I am designing Aluminium CW, and I am planning to take continuity for moment at the floor connection. CW is for for middle east region, there is a expansion gap at every floor . In same expansion joint I am planning to insert steel sleeve with some considerable length so it will...
Dear All,
I am having doubt about consideration of direction factor in wind load calculation by BS6399-2. Please check the attached steps and let me know about considerations.
Like this I need to calculate for every direction ? means N,S,E,W?
Excel sheet is here. sorry for inconvenience.https://files.engineering.com/getfile.aspx?folder=4f734879-48d7-4474-a4d7-9726fb2e468a&file=Geodesic_buckling.xlsx
