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  • Users: Yousef ZAA
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  1. Yousef ZAA

    Alternative Diaphragm Design: Shear VS Flexure Controlled Diaphragms!!

    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! THIS IS FROM THE...
  2. Yousef ZAA

    Seismic Loads on box culverts!

    Is there any good reference for a simplified method of seismic design of culverts??
  3. Yousef ZAA

    Horizontal Shear Capacity for Composite Double Tees!!

    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...
  4. Yousef ZAA

    PAD VIBRATOR ISOLATORS

    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...
  5. Yousef ZAA

    Plan checker!!

    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!?
  6. Yousef ZAA

    Using Two Different lateral system in each direction with different R and Cd

    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...
  7. Yousef ZAA

    Unrealistic Shear Diagram in ETABS

    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...
  8. Yousef ZAA

    Unrealstic shear diagram in ETABS!!!

    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...
  9. Yousef ZAA

    ASCE7-16, Application of overstrength factor in Buildings in SDC B

    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...
  10. Yousef ZAA

    Application of overstrength factor in Buildings in SDC B

    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...
  11. Yousef ZAA

    Non-Linear Boundary Condition

    Why do we define the compression only or tension only springs as non-linear springs?
  12. Yousef ZAA

    Difference between web-shear and flexure shear

    Hello, Can some one give me a hint on the differnce between web-shear and flexure shear strength?
  13. Yousef ZAA

    Distribution of base shear forces in ETABS

    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...
  14. Yousef ZAA

    Non-Triangular (Rectangular) Steel Bracket

    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...
  15. Yousef ZAA

    Non-triangular steel bracket

    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.
  16. Yousef ZAA

    PT Stressing Sequence

    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?
  17. Yousef ZAA

    Bonded VS. Unbonded Post Tensioned Systems

    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...
  18. Yousef ZAA

    When yielding of steel is not required!!

    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?!
  19. Yousef ZAA

    Minimum Reinforcement in BONDED Post Tesioned Slab

    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...
  20. Yousef ZAA

    When do we decide whether the column

    When do we decide whether the column base is hinged or fixed, i know the differences! But when we decide to assume that?

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