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Thank You for your reply. I have a 15 cm roof solid slab. we need to add an additional floor so the slab thickness isn't enough for the new loads. our only option is to thicken and connect the slabs with shear reinforcements to make the existing steel enough for the new loading.

Hi all, Can someone provide me with a source, software, or spreadsheet than could design a layered concrete slab? I did model it on etabs (one layer old over a new one) but I have some concerns about shear forces between the layers and how reinforcement shall be checked.

Hi all, I'm having a trouble in exporting slab load from etbas to safe... actually the error im getting is "error in exporting loads from above" when i check the loads exported, all the loads have forces results on the slab except the modal response spectrum loads (Seismic Ex and Ey). noting...

Hi all, I was checking the etabs effective seismic weight. I choose the masses only for the self weight of the structure. etabs calculated the bas shear using part of that mass.any ideas? picture are attached below. https://drive.google.com/folderview?id=11iuGGHDzzMhyXDCcV6iOzXA4NLY18NvK

I'm using ACI. I made a coring test for the beam, so the actual f'c= 22 mpa. I didn't found any closure is ACI mentioning the 33% load...both ways I have more than 33%. So to sum up I have to add and additional bottom layer to reach the 1% from bottom, and one rebar to rech it from the top.

Thank you for your replies. Sorry its a typing mistake not "long" but "load". its not a T beam...its an ordinary flexural beam With b=20 cm and h=60 cm. The concrete strength is cylinder

Hi all, I Hva and existing deep beam with a section of 20x60 cm . the existing bottom steel is 2 T16 which is below the minimum required reinforcement by 20%. (must be 2T20). I am adding a load on the beam, but the issue is the following. The beam without any additional steel can support the...

Hi all, I have an old building rehabilitation. can anyone suggest a book od a reference regarding retrofitting structural design..column concrete jacket, beams and others. I already have retrofitting design; f building structures but it's based om Chinese code..I need a similar reference based...

What I understand from your statement above that its all about engineering judgment to neglect axial load or not.

Thank you TXSstructural, the member resist only the loads mentioned before with a one end fixed and other pinned. as for ACI318-14 provisions the Word "Significant" is defined by who? by what formula? what is the limit of axial load in order to consider it as significant or not?

RSA gave me a minimum area of reinforcement 21.68 (1% of section) (check attachment). when I asked about it in RSA forum the response was : "It is due to applying Amin provisions of ACI for elements under pure tension (it is in the location where bending moment is zero and tension force exists)...

thank you for your reply, section 10.5.3 is under minimum reinforcement of flexural member. In my case, due to axial load and zero moment, the minimum area of reinforcement is taken the same as the column (1% x section) . my question is: 1-this section can be used in my case? 2-I am using RSA...

Hi all, I was designing a beam using RSA when w faced a huge minimum area of reinforcement at zero moment (attached screen shot) I didn't find any clue in ACI mentioning this huge increase of As,min . the beam dimension is 90x30 cm. Can someone clarify me why Im getting this...

Than you PSEPK!

Hi, ACI 314 mention a limitation for girder width to column dimansion. Is there any limitation mentioned in 318? Or this is only a purpose due to the simolification in 314?

Thank you PSEPK for the resouces. KOOTK, I was tring to find a way to model it on ROBOT. Sorry I don't have any framing plan with me now. But I got your idea. Thank you for your help.[smile]

The actual column is very old with very low strenth concrete plus there is no data about the steel strength ...there was no engineer supervised or designed it..so i cannot rely on it as actual column... Thank you kookt for your...

Its 40x20 with 6d12 mm bars ( smooth ). Consider the concere 15 Mpa Can't we just transfer the load to a wall( its will act as jacket) i think it will be more conservative.. Steel chanels is good idea but not cost efficent..am I right?

I prefer not to go to FRP due to several resons , fire , cost, application... The column is very old ,built with a "foreman " site experience ..so i prefer to consider it very close to squash load. I will check the FRP text maybe i can find somthing helpfull. Maybe i can model a column and...

Thank you for the reply Kookt,dhengr. I have an old building and the owner needs to build a second floor. The column are small to handle a second floor so im tring to find the best solution for this case. So i was thinking of jacketing but i did't found any resource to start with.