Fatima Khalid
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UmarMakhzumi reacted to a post in a topic:
Research Proposal for MS Research Assistantship
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Research Proposal for MS Research Assistantship
Fatima Khalid replied to Muhammad Khalid's topic in Students Zone
Go through relevant literature (means research papers), and read recommendation part to find the research gap. Then highlight this gap and write proposal accordingly. For your reference, you can download this paper. If interested in this topic, you can find similar papers from references of the same article. https://www.worldscientific.com/doi/10.1142/S0219455419501396 -
Fatima Khalid reacted to a post in a topic:
Coding!!!
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Fatima Khalid reacted to a post in a topic:
Structural Dynamics and Earthquake design lectures
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shazeb mirza reacted to a post in a topic:
Bending moment of a simply supported beam
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Fatima Khalid reacted to a post in a topic:
Static Base Shear
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Fatima Khalid reacted to a post in a topic:
Fixed Column Support
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Fatima Khalid reacted to a post in a topic:
Fixed Column Support
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Fatima Khalid changed their profile photo
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Fatima Khalid reacted to a post in a topic:
Job Oppurtunity
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Bridge Failure in INDONESIA
Fatima Khalid replied to Waqar Saleem's topic in Engineering Marvels & Disasters
@waqar saleem This link is not working -
if you are looking for some books to cover all the topics so to get admission in masters I would recommend to buy “Civil Engineering theory and MCQs by R.Agor” but it has some topics/specifications in terms of IS code due to indian author.
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Fatima Khalid reacted to a post in a topic:
Understanding Structures with Fawad Najam
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Fatima Khalid reacted to a post in a topic:
Seismic Assessment And Retrofit Design - Masonry Infills and General
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UmarMakhzumi reacted to a post in a topic:
Stress Strain Curve and Hysteresis model
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Stress Strain Curve and Hysteresis model
Fatima Khalid replied to Engr. Muhammad Farhan's topic in Concrete Design
I will recommend you to go through these two documents to understand the difference between hysteresis and simple stress strain curve (monotonic curve) http://web.mit.edu/course/3/3.11/www/modules/ss.pdf https://etda.libraries.psu.edu/files/final_submissions/4432 For nonlinear analysis(cyclic loading), hysteresis rules are required. In SAP2000, there are two models Pivot Hysteresis and Takeda Hysteresis. I dont know that whether SAP2000 has option for user defined hysteresis model or not. The hysteresis model will affect the force-deformation graph that is produced on links or hinges. -
Fatima Khalid reacted to a post in a topic:
Captive Columns
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@Saifuddin18 are you sure that unsupported length would be 4’ rather than 6’?
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Fatima Khalid reacted to a post in a topic:
Captive Columns
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While doing seismic assesment using FEMA357, there is a provision for captive columns whether they are present in a structure or not? So the documents states that “There should be no column with height to depth ratio less than 75% of the nominal height to depth ratio of column at that level” If its more than 75%, it means a captive column is present in the structure Now I am confused what is height to depth ratio of column? and what are we comparing this column with?
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Asalamualaikum It is said that “ There should be no columns with height to depth ratio less than 75% of the nominal height to depth ratio of typical column at that level” for example I have a building having column clear height 10feet and its cross section is 18”x 18”, next to column there is an opening of 3ft wide by 6 feet high till the soffit of the beam. How to check the above provision? what height to depth ratio is need to be considered. I have studied that depth of the column should be parallel to wall? why it needs to be parallel to the wall? Nominal height to depth ratio = 10feet/18inch short column height to depth ratio (unsupported) = 6feet/3feet Is the above calculation correct? Thanks
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Hello, Can you please tell me why do we place min shrinkage r/f in bottom of continuous footing and not flexural r/f ?
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Thankyou soo much,
Can you please also tell me how to transfer loads from slab to beam in a triangular slab manually ? Or is there any way I can calculate steel around beams manually in a triangular slab ? -
The question is not clear...b
!. Do you have a triangular slab sitting on beams on three sides?
!! Do you have a triangular slab sitting on two beams and cantilevering on third side?
!!! Or do you mean a triangular wall sitting on beam?
Assuming (!) above, then:
I have quickly sketched something (sorry its on a tissue) and have attached. It’s simple and logical. You draw the slab yield lines and distribute the load equally to the three beams accordingly, and calculate shear and moment.... or use a computer design programme which will calcualte moment and reinforcement.... always best to do it by hand to at least check the computer output!
One you have have the loading on the beam, you can calculate beam shear and moment and detail steel accordingly and calculate the reinforcement to the code you are working to...
Hope this helps ...?
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Also, remember:
Apart from beam reinforcement design, remember you will require top slab reinforcement coming out of your beams into the top of the slab....for the hogging moment at edges & to stop any cracking in top of slab...i.e top reinforcement along all three edges.
In slab bottom reinforcement is needed in middle; Top reinforcement in edges.
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abbaskhan2294 reacted to a post in a topic:
Masonry Infill Modeling in SAP2000
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Ayesha reacted to a post in a topic:
Masonry Infill Modeling in SAP2000
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UmarMakhzumi reacted to a post in a topic:
Time History
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Badar (BAZ) reacted to a post in a topic:
6/5 beam to column capacity check in the last floor
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Use MatLab To transform frequency-domain iddata object f_data to time-domain iddata object t_data, use: t_data = ifft(f_data) or check this link https://www.mathworks.com/help/signal/examples/practical-introduction-to-frequency-domain-analysis.html
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6/5 beam to column capacity check in the last floor
Fatima Khalid replied to Ali Karami's topic in Seismic Design
Thanks @Ali Karami and @BAZ -
Engr. Muhammad Farhan reacted to a post in a topic:
Masonry Infill Modeling in SAP2000
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Masonry Infill Modeling in SAP2000
Fatima Khalid replied to Engr. Muhammad Farhan's topic in Software Issues
You can use truss element to represent equivalent diagonal strut. Yes, you have to provide axial hinge at center. There are different models for strut width according to different conditions of aspect ratios, openings and infill properties. You need to do literature review to select the best model. For instance, Crisafulli and Carr (2007) model can be used for infill with opening For more information, Refer Kumar, M., Khalid, F., & Ahmad, N. (2018). MACRO-MODELLING OF REINFORCED CONCRETE FRAME INFILLED WITH WEAK MASONRY FOR SEISMIC ACTION. NED University Journal of Research, 15(1), 15-38. Nadeem, K., & Mohammad, A. F. RESPONSE OF REINFORCED CONCRETE BUILDING STRUCTURES SUBJECTED TO MULTIPLE SEISMIC SHOCKS. -
Engr. Muhammad Farhan reacted to a post in a topic:
Ground Motion Data Conversion
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Ground Motion Data Conversion
Fatima Khalid replied to Engr. Muhammad Farhan's topic in Seismic Design
You can use SeismoSignal software as well to convert time domain to frequency domain and vice versa -
@Rana will this structure be considered as mass irregular structure? Like for mass irregularity, there should be mass difference of 50% between two adjacent stories as mentioned in fema357.
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Asalamualaikum, We have so many industrial buildings which have concrete moment resisting frame system. In Pakistan, I have seen some industrial buildings having a storey constructed at roof with steel structure. Like RC structure is constructed and after few years, they have constructed a storey with steel roof. Sometime the concrete columns at periphery are extended upto a level and then steel I section is provided till steel roof. Steel roof made of rafters and purlins. In case of analysis/seismic assessment, Do we need to consider this storey as a storey while distributing base shear. OR should we consider only RC structure as a storey and take load of steel roof on the existing columns? Like will it be considered as G+1 structure or only ground storey structure? Thank you
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Shahzad Khan reacted to a post in a topic:
Beam - Column Joinrt in SAP2000
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Kindly see this video
