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Hello all, I have question regarding Dowel bars and Development length that I hope you can help me with : If the bearing capacity of the concrete is not sufficient to transfer loads from column to foundation then we need to put dowel bars. My question is, does placing dowel bars means that...

Hello all, what is Seismic Provisions, Is it a complementary code for ASCE that we should follow whenever we are designing structures for seismic loads or Is it only need to be followed in some certain cases ? Would really appreciate if someone could guide me about the Seismic provisions...

Hello All, I have read that to determine the "Tributary area" for a Column by Taking the half-area each way, aka "simple tributary area", will always underestimate the reactions to interior columns. and using the unit load approach will give more accurate results for determining the Tributary...

thank you dear seth.

Hello all! I am confused a little about the naming of the members for Howe Roof structure and would appreciate if someone confirm the below naming convention it it is right or not ? Additionally, when we assign the truss specification for such strucure do we assign it ti the whole view or...

Thank you very much, this was very helpful.

hello all, When running a P_delta analysis in STAAD, I need to specify the Effective length factor K for the columns, My question Is if I assigned a value of K=1 to all columns will that be conservative or it is a wrong behavior and I need to calculate K for each column and assign a suitable...

Hello all ! Can we use RAM Concept to design Voided slabs ? If yes, could you please suggest a workflow for that ? If No , could you please name a software that can if you know

Hello All, Can someone help me understand the effect of a moving system on the structural design. For example: when designing a Tracking solar system as shown in the link below, will this movement affect the beam design and add additional load to be considered ...

Hello all what are the most common challenges that face the structural engineers in general during the proccess of Builiding Information Modeling and Structural Information Modeling. I am trying to do a resaerch about the common challenges and I hope some of you can help me with especially...

hello all Can someone help me find this chapter in AISC 360 -16 code my version nnumbering is shown as 16.1-145 the section that I want to check is the out of plane transverse loads which is indicated in 9-16 page . ( I can't find this page because my numbering differs from it )

Thanks alot for your help .

I am new to the filed so if you could suggest me good source to understand the connection design I would really appreciate it Does the code specify a method to design each type of connection such as Standard tee connection or single plate connection and what forces is applicable to each...

Thank you for replying. I am using Standard tee connection bolted as show in the picture, but when I apply some axial load to the joint it show no capacity check and the ratio is 0.0

from which section we should calculate the wind force from for mounting structure as shown below : do we consider this system as ( Building structure/Chimney,Tank,similar strucures / solid signs/ open signs / Lattice framework /Trussed tower )

Hello all In RAM CONNECTION there are a number of connections and each connection have specified the loads required to formulate all the design checks as shown below now for example a standard TEE Section only designed for shear forces as it shown in the image , my question is this is...

Hello All Can someone suggest me a good sourcr to understand the dynamic analysis concept (modes,frequency,mass participation , responce spectrum, time history...etc ) Youtube videos , articles ,books iwould really appreciate any suggestion

If we want to design a telecommunication tower on the top of an old building's Roof what will be the procedure or main steps for that ? how can we verify that the slab of the roof can stand or support the tower sufficiently (because when the building was designed there was no consideration...

Thank you all, Really appreciated, It seems that the member was failing due to the suggested value L/R exceeds 300 in STAAD and it turned to be that I can turn this check off in STAAD.

Is it possible for a tension oly member to fail because of the KL/r ratio ?