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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...

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...

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...

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

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

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...

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...

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 attached photo) There is a big difference between me and the contractor(vendor) in the...

Greetings, as per the Etab documentations/ACI318-14 design of special moment resisting frame table-3.1 mentioned specified combinations in front of the design of shear/moment for the beams and columns(see attached snapshot), my question is, does he mean from this statement(specified...

Greetings, I am working on a project now as a design reviewer on the steel vendor, and we are clashing/fighting on two points in the serviceability checks as follow: 1-deflection The vendor reference in the check of deflection is as per IBC2015 notes under table 1604.3 stating that "For...

Dear expert I noted that Sap is not taken the effect of slender section in design , i did experimental trial by increasing the width of flange and reducing the thickness the local buckling became non-compact then i did it same more time but still the section is non-compact and not jumping to...

I noted that Sap is not taken the effect of slender section in design , i did experimental trial by increasing the width of flange and reducing the thickness the local buckling became non-compact then i did it same more time but still the section is non-compact and not jumping to slender...

Dear experts, In order to calculate(K) for design columns , i have to know first type of building (sway or non-sway) and as per the etabs manual design software takes k=1 as a default , and he gives an option to the user to change the value as per section 10.10.1 ACI318-08 , so shall i...

I am verifying a precast concrete doable wall designed and detailed by vendor , because i received a comment from the client engineer that “how the doable wall will be worked fully composed together by the horizontal studs/stirrups” My question is “is there any condition or equations in the...

Dear experts In the Egyptian code the minimum slab thickness to put only one single layer of reinforcement is 16cm because of shrinkage otherwise you have to put second layer. I don’t know what is the corresponding value in the ACI-code maybe it is same. my question is what is theoretical...

Dear Experts i used to check slab by safe but i don't know if i can use safe also to check the deflection of the beams. Thank you

Dear experts AISC Design guide-1 for design base plate and anchor rod is concentrated only on the applied axial compression plus moment loads, even in the two methods (uniform and triangle) of design the base plate, my question is , shall i use these two methods in case of axial tension plus...