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  1. ramihabchi

    Composite shear wall

    Hi, I want to make sure that I am understanding well AISC 360 chapter I-6.the code gives a 10% maximum limite for steel plate area.and refers to aCI for reinforcement maximum limit which is 4% in ACi. My simple question is,can i use 10% as steel plates plus 4% steel reinforcement which leads to...
  2. ramihabchi

    EUROCODE 2004 multi opening walls

    Im eurocode 2004 they permit ignoring openings in walls with area smaller than one tenth the total area of the wall in design and buckling checking.(12.6.5) My question is:when we have many openings in the wall to be ignored.should each opening area be less than 10% the total area of the...
  3. ramihabchi

    Pile lateral load rule of thumb

    @EireChCh.I viewed Broms method in the link sent..it answers my question but not sure if applicable also for rock(only cohesive and cohesiveless soil are treated in the pdf)
  4. ramihabchi

    Pile lateral load rule of thumb

    Is Broms's method for long piles applicable for pile in rock?
  5. ramihabchi

    Pile lateral load rule of thumb

    Hi, I want to know if there are any rule of thumb that can be used to rough estimate lateral loads on piles or cross section dimensions of piles supporting/beneath a foundation of a tall building, based for example on the soil type and the axial load? I want to determine size of piles without...
  6. ramihabchi

    Rigidity factor of mat foundation-Joseph Bowles

    @KOOTK, What about the rigidity term of walls.is there any minimum dimension for wall to be considered in the calculation? there are no inclusion for the length of the wall, only height and thickness..
  7. ramihabchi

    Rigidity factor of mat foundation-Joseph Bowles

    Can someone please answer the questions in the attached picture? I am trying to understand how to use the rigidity factor equation, and I need to know how columns are taken into account in rigidity of mat and combined footing according to Bowles. tried to search the web but in...
  8. ramihabchi

    Bowles estimation formula of subgrade modulus reaction

    My question is: Because diffential settlements under the structure affect moments and shear in the superstructure, and the method of Bowles based on ks=12(SF)qa is not good in estimating settlement, we have to use other more accurate formulas or calculate the settlement in classical way to...
  9. ramihabchi

    Bowles estimation formula of subgrade modulus reaction

    Hi, as I understood from the following paragraph extracted from Bowles foundation analysis and design, that ks=12(SF)qa cannot be used to estimate differential settlements, but only can be used for design of foundation and soil pressure checking.am I right? because an engineer I work with is...
  10. ramihabchi

    Flexible Foundation and shear reinforcement

    Hi, I have a straight forward question: In ACI 336.R88, they say the following: "A flexible strip footing (either isolated or taken from a mat) should be analyzed as a beam-on-elastic foundation. Thickness is normally established on the basis of allowable wide beam or punching shear without...
  11. ramihabchi

    ASCE Wind load cases on flexible buildings

    Hi, I am new to wind design and I need help, ASCE 27.4.6 says that we need to determine the center of mass of floor for wind forces calculation on flexible building.the equation that is used for eccentricity determination in such case include the difference between center of mass and center of...
  12. ramihabchi

    Flexible building and center of mass for wind analysis

    Hi, I am new to wind design and I need help, ASCE 27.4.6 says that we need to determine the center of mass of floor for wind forces calculation. My question is , should I consider the center of mass the same one used for seismic loads ususally?(I mean the center of sustained+dead loads+0.25LL)...
  13. ramihabchi

    ACI FIRE PROTECTION FO R WALLS

    Hi can Anyone please confirm me that there are no minimum cover to be applied on shear walls for fire protection?because ACI code seems not indicating such a requirement.it only talks about overall thickness.
  14. ramihabchi

    columns braced or not against sidesway

    hi thank you for the answer. In my third question I mean that in case a column is not connected to beams how do I find psi that enable me to know the value of k.I mean the stiffness of the flexural member is not clear in such case because there are no beams so how wide do i take the slab in...
  15. ramihabchi

    columns braced or not against sidesway

    Hi I need some explanation for how to check if a column is slender or not according to ACI.so I have these 3 questions. 1)if columns are not designed to resist lateral load..in other word considering the column connection with slab as hinged so that there is no moment transfer,could I consider...
  16. ramihabchi

    ACI Punching shear at edge of walls-concrete srength

    HI, I saw this thread: thread507-425089 In case I am following the method suggested by Collin, how should I take Vc? is it still 2sqr(f'c) as required by ACI?
  17. ramihabchi

    economy of increasing reinforcement to limit deflection

    hi, Do you think in general that increasing quantity of steel to reduce deflection is economical?
  18. ramihabchi

    CSI SAFE reduced results

    @centondollar.usually in where I live we do manual calculation to design for one way and two way shear.even if the analysis is done on FEM software.so we take for example reactions from the software then we use them manually to determine punching design.same for one way shear.so i needed the...
  19. ramihabchi

    CSI SAFE reduced results

    hello, Is there any way in safe to define sections in the slab and get reduced total force on the sections?
  20. ramihabchi

    aci 318 limit of deflection and snow load

    hi.I want to design a slab that supports columns subject to snow load.table 9.5(b) of ACI give permissible limites for deflection.is snow load considered as live load or it is not included in deflection check?

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