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Dear Experts As per ACI 318-08 code , there is a condition for using the equation for the corbel design as follow " section R11.8.1 ,an upper limit is provided for Nuc because this method of design has only been validated experimentally for Nuc less than or equal to Vu , including Nuc equal to...

Thank u driftlimiter Actually i read ASCE 7- chapter12 and AISC341 as well , but i did not find any items speak clearly about the design of brittle elements such as steel connections , base connection , strut , bracing ,..etc.,. Only section 12.10.2 and the writer speak about the collector...

Dear experts For the seismic design category (C ,D & E ),where is the provision/section in the code (ASCE OR AISC) discuss/describe the design of non-ductile elements like connections, base connections, bracing ,…etc., on the overstrength factor.and also is there any exception we can consider...

Dear experts I have little bit difficult connection for slopped cantilever steel beam rested on a steel beam , the slop of 2% is required by Arch. Engineer for the roof drainage . I make a sketch (see attached)of a proposal connection of the two beams and i need your opinion about it. Thank...

Thank you all for your useful ideas, and appreciated your support. Thank you

You mean the bottom flange of all the cantilever and back span girder with the perpendicular girder will be welded with base plate ? Thank you

JoshPlum and pham Actually i have the as-built drawings and I don’t have any problems with safety of the concrete columns and footings . In any case the arch. Needs to raise the height of the shed for 1.5m more ,so i will cut the existing anchors and chip 1 m from top of the concrete columns to...

Dear experts I have an issue in the site, the client wants to upgrade a steel shed for gas station to a modern one. The structural system of the existing shed now is space truss rested on concrete columns (6m height)spacing between four columns are 10m x10m , the new one will be simple girder...

I don’t want to make this connection, i am a design reviewer for this project and the designer use this column as frame resisting system in the lower floor in Y-direction and cantilever for 4m parapet height in X-direction. I am try to convince him to rotate the column in the lower level and...

Thank you dik Yes i know that is not practically, and i agree with you in this regard but i want to make a small exercise to prove this issue to the designer, but i didn’t not find any source for such a connection. Thank you

Dear experts Can I connect two columns in different orientation between two floors as below sketch, and if it could be done , what is the appropriate detail connection of this case?. Thank you Thank you

I mean, these minimum values shall be applied to all elements , for example if the windward and leeward are both lesser than the minimum i have to increase both of them to be 16psf. I feel the total pressure on the building will be too much especially for steel building. Thank you

Greetings, As per ASCE7-10 section28.4.4 , the minimum design wind load shall be 0.77 kN/m2 for wall and 0.38 KN/m2 for slab , my question, is the value of P=q *( GCpf - GCpi) shall calculate for each each wind exposed element ( leeward, windward , end zones , side pressure,…….etc) and then...

Dear experts I am a client engineer, and i got letter from the contractor that he wants to use the source of water ground table in the soil compaction, and i have a doubt in the quantity of total dissolved solid and Cl And Sulfate in this water ,in the other hand the client need a prof from any...

Greetings, I need any paper or lectures summaries the steps of assign blast load by time history in etabs. Thnx Thank you

The reason of using 16 anchors in one side is the moment transferred from the steel column is vr high. Do you mean if the two yellow anchors in the middle are not satisfied the distance (g) , i remove these two anchors from the calculation and check again the need reinforcement anchor ...

I don’t have any doubt in this sketch, my concern regarding to the highlighted yellow anchors in the middle which are not in the range of g=hef/2 from the reinforcement anchors, if reinforcements near to the edge of outer anchor bolts are sufficient for the extra breakout tension force , so no...

Dear experts i have a casted/existed concrete pedestal with anchor bolts in the site now and due to some of problems the superstructure redesign and moment applied to the pedestal increased and lead to increase the total tension force on the group of anchor bolts and the concrete strength fail...

my concern for this shade is two points point number one the distance between the two short sides is very long and may be each side can be exposed to windward and leeward same like the freestanding sign or fence so in that case the value of Cf which is two much bigger than the Cpi value from...

Dear Experts, I have a shade with the dimensions of (46X120)m ,The 2 walls at the short side of the shade have openings at the bottom with about 1.6 m height, and the other two long sides are full opened (see below photo) There is a big difference between me and the contractor(vendor) in the...