Jump to content

ILYAS

Member
  • Content count

    42
  • Joined

  • Last visited

  • Days Won

    5

ILYAS last won the day on August 3

ILYAS had the most liked content!

1 Follower

About ILYAS

  • Rank
    Lieutenant

Profile Information

  • Gender
    Male
  • Location
    LAHORE
  • University
    UET LAHORE
  • Employer
    NOOR DURRANI ASSOCIATES
  • Interests
    STRUCTURAL DESIGN
  1. Modeling of pile with soil behavior

    1-as we have To follow simplified approach in structural software to model geotechnical properties,as you are right that modulus of different soil will be different therefore i have uesd a word" accordingly". 2-anyway there are many other ways to incorporate the lateral stiffness/vertical stiffness approxiamately,Thanks .
  2. Modeling of pile with soil behavior

    1-Horizental (lateral stiffness) or vertical spring constant?and it will be better that you you go for point spring in case of pile rather then line spring. 2-multiply the modulus of subgrade reaction with area of pile. 3-divide the pile length into equal parts(to add modulus of subgrade reaction accordingly) and, assign the joint at intervals and then apply joint spring. 4-you will get approximately not exactly bending moments/shear force depending upon the pile end condition fixity or partially fixed ,free whatever you have.
  3. Simply supported stairs with large slab thickness

    SLAB THICKNESS IS TOO HIGH,YOU HAVE TO THINK ON ALTERNATIVE
  4. The Standard Soil Profile Type Map of Pakistan

    Dear fawad najaum! The methodology for seismic design has been radically changed in ASCE7-05 from that used in earlier codes like UBC 1997,the governing parameter for development of response spectrum are now the ss (short period accelaeration) and s1(one second spectral acceleration) ss and s1 can be derived from the peak ground acceleration(PGA) using empirical relationshops based on performance level(EUROCODE 8).
  5. SIR KINDLY STUDY building code(ACI318-14) AS WELL AND THEN DISCUSS
  6. ACI 318 clause for beam and column definition

    BEAM AND COLUMN ARE DEFINE IN START OF ACI 318-14,NOT IN ANY CLAUSE
  7. Inclined force

    thanks ,i just came to know that we can assign inclined force (point load) to member by rotating its joint local axis but in sap not in etabs.
  8. Inclined force

    Can we assign force/point load with some angle to any member(shell or line element)?
  9. SAGRODS AND SAP2000

    you can even use etabs for this.
  10. Vu* in concrete frame design

    DEAR Rana bahi said rightly,this Vu* is for beam(frame action) ,this is magnified shear demand only applicable in sway intermediate and sway special,this i found in ''2012 IBC SEAOC STRUCTURAL DESIGN MANUAL" VOLUME 3. BUT you will not find this in ACI 318-14 AND ALSO DO NOT EXIST IN ETABS MANUAL(CONCRETE FRAME DESIGN ). THIS IS HOW IT IS CALCULATED, vu*=ῳV x vu and ῳV=0.9+n/10 AND ‘’n’’ IS NUMBER OF STORIES ῳV =SHEAR AMPLIFICATION FACTOR
  11. HOW Vu* calculated in Etabs,this is the output of etabs SHEAR DETAILS. Factored Vu2 kip Factored Mu3 kip-ft Factored Vu* kip Factored Mu* kip-ft Capacity Vp kip Gravity Vg kip 68.185 -291.4801 105.165 -474.5679 92.675 31.213
  12. 2nd order analysis

    i think this kind of broad topic should be consulted to books better.
  13. ECCENTRIC LOAD IN ETABS

    Bcz everyone in structure is right if he/she is using rational approach,no matter what different technique we are using,thanks
  14. ECCENTRIC LOAD IN ETABS

    column will not take axial load in etabs,if you are applying at 0.75 inch from centriod of column
×

Important Information

By using this site, you agree to our Terms of Use and Guidelines.