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Structural Engineering Forum Of Pakistan
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  2. Civil/ Structural Engineering

    1. General Discussion

      Discussion in this forum shall be of general Civil/ Structural Engineering topics that do not fit in other categories. Non Engineering topics shall be posted in Shout Box.

    2. Steel Design

      Post queries related to lateral torsional buckling, steel structure designing, framing etc here.

    3. Concrete Design

      Post any problems related to concrete design here. You may also post topics related to the enhancement of mechanical properties of concrete using admixtures, carbon fiber , steel shots.

    4. Seismic Design

      All threads & discussions related to seismic go here. Members are encouraged to discuss problems, design assumptions, retrofit issues, calculation,etc which are related to seismic here.

    5. Foundation Design

      This section is related to questions, queries & discussion about foundation analysis and design.

    6. Software Issues

      Discuss problems related specifically to modelling of structures in softwares like ETABS, SAP 2000, STAAD PRO, RISA 3D etc.

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  • Our picks

    • Hi there,
      I am interested in performing "Performance Based Design" for a 20 story building. 
      I'll be performing "Non-Linear Static Pushover Analysis" for my model. Until now, I have decided to go with "Displacement Co-efficient method". I will be using ETABS 2017 for performing Pushover Analysis. While assigning plastic hinges, I have an option of using ASCE 41-17 (Seismic Evaluation and Retrofit of Existing buildings". I would like to know what would be a better estimate for relative distances for plastic hinges in case of beams, columns. Any input concerning assignment of hinges to beams, columns and shear walls is highly appreciated. Normally it's taken 0.05 and 0.95 or 0.1 and 0.9. What's your opinion on this?
      Secondly, it would be great if someone can recommend me a book or some good source to understand how to characterize building using performance levels. Any sort of help is appreciated.
      I have recently graduated and joined a structural design firm, so kindly guide me, considering me a beginner.

      • 2 replies
    • *SEFP Consistent Design*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Pile Design*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Doc No: 10-00-CD-0007*<br style="background-color:#ffffff; color:#272a34; font-size:14px; text-align:start">*Date: April 16, 2018*


      Beam-column joint must transfer the forces, such as moment, shear and torsion, transferred by the beam to the column so that the structure can maintain its integrity to carry loads for which it is designed.

      Another function of the beam-column joint is to help the structure to dissipate seismic forces so that it can behave in a ductile manner.

      1.2.WHY DO WE CARE

      During an extreme seismic event, the code-based structure is expected to maintain its load-carrying capacity for gravity loads even after the structure deforms into inelastic range so that it does not pose any life safety hazard. Hence, the joint can go through significant degradation of strength and stiffness, and if it fails in shear, or anchorage, the life-safety objective of code cannot be achieved.



      Longitudinal bars of beams, or slab, must be able to develop their yield stress, so that the beam/slab can transfer moment to joint. It means that longitudinal bars must have adequate development length for hooked bars. This implies that the size of the column must be such that bars can develop their tensile forces. If bars can transfer moment, they can also transfer shear as far as monolithic construction is concerned.

      The shear strength of the joint must enable the transfer of moment and shear through it.

      The joint should be Constructible: Congestion of reinforcement is the main concern.


      The design shear for beam-column joint depends upon the relative strength of beam and column at the joint.

      • 4 replies
    • *Comments/Observations regarding modelling in ETABS*

      *Doc No: 10-00-CD-0006*

      *Date: May 06, 2017*

      Some of the observations made during extraction of results from ETABS (v 9.7.4), for design of reinforced concrete members, are being share in this article.,

      1) Minimum Eccentricity

      ETABS always considers the minimum eccentricity for selecting the design moment of columns irrespective of the probable behavior of the column, whether short or long column. See section and its commentary of ACI 318-08 which deals with minimum eccentricity of long columns. You should always check the design moments that ETABS uses for columns if you want to bring down the cost of construction.

      2) Unbraced/ Braced Preference

      ETABS always performs analysis of frame as if it is un-braced. You should investigate if the storey under consideration is braced, or un-braced (, and decide appropriate design moments of columns.

      3) Time Period

      ETABS has a tendency to select a time period of the building that is considerably less than the value obtained by the approximate method, Method A, of the section 1630.2.2  of UBC 97. To quote the FEMA 451 document: ''Because this formula is based on lower bound regression analysis of measured building response in California, it will generally result in periods that are lower (hence, more conservative for use in predicting base shear) than those computed from a more rigorous mathematical model". So, there is no need to use the value of time period that is lot less than Ta. One should always check the time period used by the software; ETABS can overestimate the seismic force by more than 2 times.

      Visit the forum link to read the complete article.
      Link: http://www.sepakistan.com/topic/2300-commentsobservations-regarding-modelling-in-etabs/
      • 0 replies
    • The minimum amount and spacing of reinforcement to be used in structural floors, roof slabs, and walls for control of temperature and shrinkage cracking is given in ACI 318 or in ACI 350R. The minimum-reinforcement percentage, which is between 0.18 and 0.20%, does not normally control cracks to within generally acceptable design limits. To control cracks to a more acceptable level, the percentage requirement needs to exceed about 0.60% (REFRENCE ACI COMMITE REPORT 224R-01)





      So according to above statement , should we follow 0.60%, to be on more safe side??

      • 11 replies
    • Dear Sir/Madam,

      This email is an invitation for the participation in the First South Asia Conference on Earthquake Engineering (SACEE-2019) which will be held on 21-22 February 2019 in Karachi, Pakistan. This conference is the inaugural event in this series of conferences which has been constituted under the auspices of South Asia Earthquake Network (SHAKE). The organisers of the conference include NED University, University of Porto, University of Fuzhou, University Roma Tre and Institution of Engineers Pakistan. The conference website can be visited at http://sacee.neduet.edu.pk/.

      Please note that world leading earthquake engineering experts have confirmed their participation in the conference. These include Prof Abdelkrim Aoudia (Italy), Prof Alper Ilki (Turkey), Dr Amod Mani Dixit (Nepal), Prof Bruno Briseghella (Italy), Prof George Mylonakis (UK), Prof Khalid Mosalam (USA), Prof Humberto Varum (Portugal) and many others. The presence of these distinguished experts allows you to exchange your work/issues with them and discuss possibility of any future collaboration. Please note that participation in the conference is strictly based on registration. Early registration in different categories at reduced rates are available till 10 December 2018. Please visit the conference website to see the details and the link for registration.

      If there are any queries, please do not hesitate to contact the Conference Secretary at the following address

      Prof. Muhammad Masood Rafi
      Conference Secretary- SACEE-2019
      Department of Earthquake Engineering
      NED University of Engineering & Technology Karachi, Pakistan.
      Phone: 0092-21-992-261261 Ext:2605
      Email: rafi-m@neduet.edu.pk
    • What is the Minimum reinforcement For Precast Pile  according to different codes (ACI,BS)??  Pile length is 40 times of pile least dimension . 
      • 1 reply
    • Dear members, I am working on a 10 storied rcc factory building with one basement,  where floor loads are in general 125 psf(Live) . but there are 2 warehouse in the building at ground floor & 10th floor where the Live load of stacked materials are 450psf. I have modeled it and analysed in ETABS. After analysis, seeing the floor displacement for seismic load,  i am in big shock to see the pattern. the displacement pattern suddenly increased hugely & then got normal . if the warehouse load created problem, then why it effected only Ground floor level, not the 10th floor! Please tell me how can i solve it. 
      • 1 reply
    • Asalamualaikum all,

      I have columns which are conflicting with the underground water tank as shown in figure.

      So I have decided to make underground water tank base slab as a footing for column. So I import etabs model to safe and just take uniform water load on base slab and point load from columns.

      This is the residential house. The BC is 2tsf. But SAFE is showing tension on the base slab and the thickness from punching is 30''. I believe that thickness is too high. What can be the error? Is this approach is correct for design base slab of ugwt to carry load of two edge columns?
      • 11 replies
    • SAFE perform iterative uplift analysis,any one having experience how to check the results of this analysis???what is the purpose and scope of this analysis???
      • 15 replies
    • AOA 

      i am facing problems in shear wall design .what are the pier and spandral ?what will be the difference when we assign pier or spandral? without assigning these the shear wall design is incomplete .

      i am taking about etabsv16

      someone have document about shear wall design plz provide it 

      thank you

      • 13 replies
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    • Statements are not contradictory. No, you should not details your structure as IMRF in zones 3 and 4. Terms such as IMRF and SMRF refers to the deformation capacity of structural systems after yielding; more deformation capacity is required in zones three and four.
    • Please take a time to read books chapters, papers, reports, and thesis (whatever you can get hold of ) to develop understanding. Learn to read yourself, question yourself, if you truly want to develop knowledge and understanding. Boundary elements, in  a shear wall, are meant to to achieve the following primary functions: 1) ensure that the nominal moment capacity is achieved without buckling 2) to ensure that the appropriate level of ductility will be achieved In addition they can also increase the shear strength as well; this aspect has not been codified yet. If you understand above points, you should get all your answers.
    • What if a boundary element of a shear wall, being part of a dual system (reinforced concrete), is overstressed while using ETABS? (what if boundary element would be poured separately, during the construction stage). Question is, what is the reason for overstress? Secondly, by pouring the boundary element separately from the shear wall, can it still be called boundary element OR it would be considered as a separate column, part of moment-resisting frame? PS. Reinforcement detailing (as per ACI code) is just like boundary element, during design as well as construction stage.
    • I am not sure. Check if the fiber-based interaction diagram is sensitive to the amount of confinement in columns. If confinement is the input, then use the as-built confinement.
    • Thank you. Means I can not go without Phi, my sections are columns and are compression controlled mainly, so 0.8 is the requirement of code. But when i check fiber interaction displayed that show almost double the capacity used in code complied capacity. Couldnt we go for that? Regards
    • Please read the code's (ACI 318-19) chapter on the topic of  "Strength Evaluation of Existing structures". I am attaching the snapshot of relevant part here. If the collected information about the structure satisfies the section 27.3 (ACI 318-19), then you can increase the strength reduction factors.
    • Salam, In a RCC residential building B+G+12, Columns have deficient concrete strength, i have analyzed with deficient concrete and existing steel, in ETABS, if i check interaction diagram, if i check it without phi columns are Ok, but with Phi they have deficiency of D/C 1.13 to 1.3, could I go without phi? Without phi D/C is around 0.8 to 0.9, please guide. Regards
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