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Ali Shan

Member
  • Content count

    7
  • Joined

  • Last visited

About Ali Shan

  • Rank
    2nd Lieutenant

Profile Information

  • Gender
    Male
  • Location
    Lahore-Pakistan
  • University
    UET, Lahore.
  • Employer
    Self
  • Interests
    Design of Structures, Soil Mechanics

Recent Profile Visitors

354 profile views
  1. Please clarify my confusion. While modeling a frame structure with shell in ETABS, we perform centre to centre modeling, means all the members are connected together at their geometric centres and this is a common practice in market of structural engineering. In the same way, beams and shells are connected together. My question is that, during analysis, while calculating moments etc, does software considers composite behaviour of beam with shell like a T-beam by taking into account the effective flange width OR it analyses it as rectangular beam with no composite action? If it accounts for the composite action, then what type of forces (compressive / tensile) will be generated in that effective part of slab? I think there should be no force in the slab under composite action because the slab is assigned at the geometric centre of the beam. An elaborated answer is expected.
  2. Please clarify the following confusions one by one:- 1. If we run P-delta analysis in ETABS, then should we ignore stiffness property modifiers for beams and columns? I have heard that if we perform P-delta analysis and apply stiffness modifiers at the same time then the moment magnification process is doubled...? 2. ETABS considers selenderness of a column by applying moment magnification factors. If we run P-delta analysis also, does it mean that the selenderness of column is being over-estimated? I mean once the moments are magnified in P-delta analysis process and again through moment magnification process? Please help me understand the software myth and clarify above confusions.
  3. How to check Punching Shear in a flat slab in SAP2000? Is there some direct command as in SAFE?
  4. I have modeled a simple 6m long concrete circular column of 760mm diameter. I have applied a joint live load at the top of the column. Selecting ACI-318 as design code with frame type as sway special, I get the flexural and shear reinforcement. However, when I change the design code to AASHTO Concrete 2007 in the design preferences with zone 3 in overwrites, I get nearly same flexural reinforcement as by ACI but I observe a huge difference in shear reinforcement. It is to be noted that I have used same combination while designing by both codes. Please check the file attached and explain. G.SDB
  5. Modeling of Deep Beams

    Can we model a deep beam in ETABS by simple frame element? If not then please explain the other way.
  6. Can some body please give reference regarding torsional design of post-tensioned bridge girders? I have searched through AASHTO LRFD Bridge Design Specs but could not find a valid reference.
  7. Assalam-o-Alaikum, I have modeled a retaining wall in SAP2000. I have got the moments are shear forces in major and minor directions. The wall is also carrying some concentrated axial loads over it (separated at some distance). My question is, how can I check the axial force present along the length of the wall in SAP2000? Like M11, M22, V12, V23, which component denotes the axial force transferred? Also, please give some reference of calculating RCC wall axial load carrying capacity. Thanks
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