Hello Everyone,
I'm an engineer working on a project on Seychelles Island. I'm trying to find information about the building codes that applied to an existing project constructed in early 2010. Actions on structures are mostly what I need.
I've been searching online, but I can't find any...
Hi everyone,
I'm an engineer working on a project on a Seychelles Island project. I'm trying to find information about the building codes that applied to an existing project constructed in the early 2010. Actions on structures is mostly what I need.
I've been searching online, but I can't...
Hello,
It is required to put the bathroom POD before casting the upper slab, so no shoring is possible, as there is bathroom POD.
MSc. Eng. Serguei Joa
Structural Engineer
Bouygues Batiment International, Cuba.
Thank you @HTURKAK
That is exactly the idea, But a regular formwork is not working over the bathroom pod, to be installed, so I am looking to put some permanent formwork (sacrificial).
MSc. Eng. Serguei Joa
Structural Engineer
Bouygues Batiment International, Cuba.
Yes, I agree that the shape of the deck reduces the overall thickness.
But we plan to drop it's level to allow the needed thickness of slab over the deck.
MSc. Eng. Serguei Joa
Structural Engineer
Bouygues Batiment International...
@phamENG.
Spot On!
The aim is just to ease the execution part of the solution, as we have no clear height between the Pod's Top and the Bottom of the slab to be cast, I am not expect it to work as composite in any part.
Slab is 225mm thick and the recess is 50mm. I have designed the slab with...
Thank you @HTURKAK
please have a look at the scheme.
I think it is good enough, though a bit of waste as the deck is not considered collaborating, just permanent formwork on top of the Bathroom POD.
Thanks for the time, to look at my issue.
MSc. Eng. Serguei Joa
Structural Engineer
Bouygues...
Hello phamENG,
Thanks for replying,
Yes, the slab is continuous on the other end, the scheme is a continental frame for residential apartments, so the span is about 7.5m by 7m, too much for the deck, the idea is to support the patch of "formwork only" deck, i would keep same reinforcement and...
Hi to All!
I have found a difficulty finding an example of joint between a regular plain slab and a composite slab.
The problem is that I need to create this joint in an unusual place (middle of the span), we are trying to figure out the solution to cast in-situ slab over prefabricated...
Hello,
I would follow exactly the Analysis Log advice:
CHECK THE STRUCTURE CAREFULLY FOR:
- INADEQUATE SUPPORT CONDITIONS, OR
- ONE OR MORE INTERNAL MECHANISMS, OR
- ZERO OR NEGATIVE STIFFNESS PROPERTIES, OR
- EXTREMELY LARGE STIFFNESS PROPERTIES, OR
- BUCKLING DUE TO P-DELTA OR GEOMETRIC...
@JasonMcKee71
Thank you for your response, additional to you statement: In case of designing the cladding or glass curtain-wall, I would place the wind load of the edge of the slab to get the wind forces locally.
Best regards!
MSc. Eng. Serguei Joa
Structural Engineer
Bouygues Batiment...
Hello everyone,
I am working with a structural engineer form other company and I am having a hard time to convince him to place the wind loads as concentrated in the diaphragm.
I have the impression that there are losses of load when the horizontal load is defined on lines.
Could you give...
Hello,
Two suggestions:
1. Make sure all of the loads mentioned in the combinations, exist in the define load section.
2. Writing in the notepad, make sure you give two spaces at the begining of the line.
Regards.
MSc. Eng. Serguei Joa
Structural Engineer
Bouygues Batiment International, Cuba.
Dear all,
Thank you for your answers!
After cracking my head, I asked the same question to the engineer, who modeled the structure.
he just told me that he had to open the building's core and that made the periods go crazy.
Now I have received the correct model and it is preforming ok.
Best...
Dear colleagues,
I have received an ETABS Model created by other specialist, I have to review his model for faults and create e report, it is the first time for me doing this.
So I find that the first 3 mode shapes are torsional, and in my experience the most common case is when the 1st and 2nd...
Hello Guys!
I am stuck, dealing with the ISO 4354:2009 standard, I see lot of formulas and coefficients it confuses me, so I can´t see clearly if I need to calculate all of them or just some.
Looking for an application guide or calculated examples, determining wind loads on a 25 story...
My suggestion to you:
Decide upon consequences.
* Column - Beam: Continuous - - - Means that the column have to take moment (more complex column design/detailing)
* Column - Beam: Pinned - - - Means that the beam is simple supported (more rebar steel to place in the middle span of the beam of...
Thank you All!!
Finally I figured out that in that extreme case, when the wind uplift is equal to the selfweight the fastener connection has to be considered working in tension regime.
best regards,
MSc. Eng. Serguei Joa
Structural Engineer
Bouygues Batiment International, Cuba.
Hey Guys!
I am reviewing a wooden structure, offered by a third party for my project. As wind on slopped roofs produces pressure(windward) and uplift(leeward), I found that the wind uplift is comparable to the self weight of the elements (uplift/self weight=96% approx), so I am worried about...
