When designing a diaphragm using the alternative diaphragm method, there are two categories, shear controlled and flexure controlled, I am getting confused on how can I qualify my diaphragm according to those two categories! The definition of the ASCE7-16 is very general!
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Hi All,
I am designing a field topped composite double tee and I have some doubts on how all engineering programs calculates the horizontal shear forces and stresses: For a composite member all commercial programs checks vertical shear for an expected shear crack through the thinnest part of the...
Hi!
I am a structural engineer, and I am designing a project in which has a generator at the roof, the EOR has sent me the generator specs, showing a statement that the generator has built in vibration pads, with that information, I can assume that there is no vibration and consequently no...
Hello, I’m a Structural Engineer I work at a design precast specialty engineering firm and I have been offered a job as plan checker?! What is the future for plan checkers!?
Hello,
Does it makes sense to choose a lateral resisting system category in each direction? With different R and Cd? If I have non-load bearing precast shear walls in the Y-axis and load bearing precast shear walls in the X-axis, Knowing that non-load bearing precast shear walls have higher...
Good day,
I have a problem justifying the shear diagram in one of the shear walls; The structure consists of shear walls and since the slab qualifies to a rigid diaphragm, a rigid constraints has been assigned to all shear walls joints. Of course the expected shear diagram of each shear wall is...
Good day,
I have a problem justifying the shear diagram in one my shear walls; I have modeled my structure that consists of shear walls and since my slab qualifies to a rigid diaphragm, I have assigned rigid constraints to my shear walls joints. Of course the expected shear diagram of each shear...
Good day Engineers,
For Buildings with SDC B that have vertical irregularity of type 4 (Discontinuous Shear Walls-Having Shear walls supported on beams and columns), Table 12-3-2 in ASCE7-16 refers to section 12.3.3.3 which says that elements supporting discontinuous walls should be designed...
Good day Engineers,
For Buildings with SDC B that have vertical irregularity of type 4 (Discontinuous Shear Walls-Having Shear walls supported on beams and columns), Table 12-3-2 in ASCE7-16 refers to section 12.3.3.3 which says that elements supporting discontinuous walls should be designed...
Hello,
I have a question that may sound trivial! If I modelled a wall in ETABS as a shell thin and applied on shear forces at different levels, and I defined the restraints at the base on the two edges as pin-pin, shouldn't the two reactions at the base be equal?
I see a difference in...
Hello,
I have a precast connection connecting to different walls, I have a rectangular steel plate works as a bracket, I'm trying to design it, but I can't decide whether, I have to apply the triangular bracket design procedure or not, to my surprise I contacted AISC and they told me that most...
Dears,
I have a non-triangular steel bracket, and could not find a refernce in the AISC for its design, only the the triangular case is addressed, could you guide to some references to the non-triangular steel bracket.
Thanks.
Is there any rule of thumb for stressing sequence? Additional reference to your recommendations would be appreciated.
And does it defers in case of pretensioning?
I know there is no direct answer for this question but from your experience which is better Unbonded or Bonded post tensioned systems
I'm a little bit biased for unbonded because of its post flexural capacity that makes the system endure 2 or 3 times factored load before failure, but i was told...
Hi all,
Sometimes you see equations of minimum reinforcement of different types of structural system and you see for instance the tensile force is divided by (0.5*fy)to obtain that amount of reinforcement. My question why do we want to put steel that do not yield?!
Dear Engineers,
ACI Code is a little bit biased for unbonded post tensioned slabs, back in the middle east we construct only bonded post tesnion, so regarding the minimum Top or Bottom mild reinforcement for the bonded PT is there any limitations I'm not aware of in ACI, I know that by...
