Building Codes - Science topic

Hello, I dont know cause I am not Pakistanian, I'm Iranian

In Europe, the preferred base temperature for thermal comfort is 18°C (64.4°F). This temperature is slightly lower than the 24°C (75°F) generally recommended for most of India, due to the cooler climate in Europe. However, this temperature can vary based on individual preferences and other factors such as humidity and number of occupants.

Thank you. It's in Espanol. But I will use google translator. thank you.

Dear Prof. Dr. Hussam, I think the work team has the responsibility, such as the supervising engineer, the work supervisor, the contractor, and the person responsible for the wooden mold

excellent quesion

You might find the answer in this link

Arturo E Schultz

when performing the 2nd order analysis by etabs, as per etabs manual the small delta effect due to deformation of member between ends not consiedered, Do we need to consider and how?

as I understand the code didn't mention any issue related to local member buckling in SWAY FRAMES, please correct me if I'm wrong.

thanks in advance

In AutoLISP or ObjectARX C#/C

- Disable all layers except envelopes, partitions, doors and space labels.

- With each space label: Zoom centre then zoom out to a common zoom factor: You'll be able to figure out a factor by zoom extents on the largest space's boundary.

- Use the space label's insertion point (assumption that label insertion points are within their space's boundary.

- Run boundary poly command "_bp" (I think)

- With each space boundary, get the selection set of intersecting envelopes.

- Finally, for each bpoly line segment, match the points from the segment to the adjacent envelope/partition/door.

Are you using 64bit python?

I agree with the statement of DR. Karim

Assigning rigid diaphragms is the same as regular buildings. But effects of torsion and the eccentericity amplification factor (Aij) must be seen in the analysis.

Have checked the EUROCODE 5?

Maybe this research will help you

https://bib.irb.hr/datoteka/934123.JCE-70-2018-2-2-2071-EN.pdf

Thank you Hani Alharbi

You can review some similar websites like

This is an empirical equation, there is no derivation.

It is usually used by designers to estimate the wind load.

Zeyad T. Al-Rrassam Yuan-Yeu Yau many thanks for participating in this disuccsion.

Please take a look at theses attachments sites

https://www.sciencedirect.com/book/9780857090263/modern-earth-buildings

https://ec.europa.eu/jrc/en/research-topic/standards-construction-eurocodes

https://ec.europa.eu/oib/pdf/mit-standard-building-specs_en.pdf

http://www3.cec.org/islandora-gb/islandora/object/islandora:1213/datastream/OBJ-EN/view

https://www.bcj.or.jp/upload/international/baseline/BSLIntroduction201307_e.pdf

I found the following link useful:

Dear followers,

Thanks for your trust and help to share the ASHRAE handbook. I have sent the book to over 30 requests individually by email. For the convenience of future requests, you can find the book through the link below. If you have problems to open the link, welcome to give me an email.

Best regards,

Maohui

It's not a problem citing websites or company documentation but it should be done correctly, as with all citations. Follow a standard format for the citation - author (if known), title, publisher/publication (company name), date, etc. Include the website address and when last accessed, i.e http://www.abc.com (Accessed 12 December 2019). If you are writing a report or dissertation you could include a printed copy of the website as an appendix, there shouldn't be any copyright issues since the company/publisher has put the information in the public domain and you are acknowledging their contribution.

Well done Preston,

I didn't know of this document.

Although it encourages all steps to facilitate Demand Response, as a report it doesn't have regulatory implication for building codes (nor does it mention building codes specifically).

It would still be lovely to know if any advance nations is considering enforcing DR in their building codes.

Thanks for your contribution.

You may well understand this concept if you know the method proposed by T Y Lin i.e. load balancing concept. When acceleration is up it is safe as this will lead to further reduction of load balancing. However when this is reverse the load increase and same has not been compensated and therefore this must be considered in addition to the imposed load.

Why having the minimum base shear in the first place? - Because your building may have a very low actual seismic demand, but still needs to have some minimum lateral strength.

Why limiting the period for base shear calculation? - Because longer periods (after the spectral plateau) mean smaller lateral seismic forces. Introducing upper limit of the period you aim again at providing some minimum and reasonable lateral strength of the building.

Why not limiting the period for drift calculation? - Because when using the ASCE7 design spectra longer periods mean greater displacements/drifts. You aim at calculating correctly the displacements without artificially limiting them.

Combining all these requirements you'll have a conservative design for both strength (with the code minimum lateral force capacity) and stiffness (with the code maximum lateral displacements and drifts).

I can assure you that these clauses of the ASCE7-16 and the reasons for their existence are well understood and used by practicing engineers.

Good luck,

Stoyan

You can follow the following link instruction to download the code:

https://lammps.sandia.gov/download.html

It is better to use the fuzzy grhaphical interface

If the reason for the rejection is based on a real scientific basis .and the error was simple and can be treated and did not affect the performance of structure in any way my opinion is that the contractor pay all costs for the difference and if the error is essential and can be repaired, I do the same procedure ... If it can not be repaired, the contractor should remove construction with paying all the costs and even those resulting from the delay of work.

I have already read few books and journals on the topic.

Thank you Leighton Cochran

thank you Leighton Cochran

Khaled. Yes, the buildings and structures you mention (and many other human constructions) are routinely studied in wind tunnels every day. Some at universities (eg UWO, CSU, TTU, UF, Monash, HKUST, etc.) and some at commercial facilities (eg RWDI, CPP, MEL, etc.). The success at modeling various actions on a small-scale model in the wind tunnel has been well-established and refined since the 1960s. There are dozens of wind-engineering societies and associations in many countries around the world (AAWE and AWES to name two I belong to) and these are all connected to the international body, IAWE. The best assessment of "accuracy" is to compare the wind tunnel with a full-scale building in the real wind. There are several good examples of this (a well-known recent example was the Texas Tech University Building that spanned work over the 1990s and 2000s, and an earlier effort in Britain called SILSOE) in the literature and, with some caveats, the agreement is really quite good between model and full scale data. The Elsevier journal called Journal of Wind Engineering and Industrial Aerodynamics has been the source of many papers in this field for over 40 years. Lots of reading for you!

Not sure about what you want to know, in turbulence regime there is a wide range of frequencies not a single one as happens in laminar vortex shedding. However, one can consider the averaging to determine the main frequency.

If you consider a single vortex shedding frequency, the lift and the drag are clearly both subject to the shedding but while the lift force is acted by one event in a full period, the drag is involved twice in a period.

thank you Hayrani Oz

Thank you so much Denniis Miller

Athanasios Bakalis

Hola Ivan, las siguientes referencias puedes encontrarlas en mi cuenta de Research Gate, sobre site effects utilizando microtremors y la amenaza sismica para el Eastern Caribbean y Jamaica. Si necesitas algo mas avisame.

Salazar, W., G. Mannete, K. Reddock & Clevon Ash (2017) High Resolution Grid of H/V Spectral Ratios and Spatial Variability on Microtremors at Port of Spain, Trinidad. Journal of Seismology. DOI: 10.1007/s 10950-017-9681-1. 21:1541-1557.

Salazar, W., L. Brown and G. Mannette (2013) Probabilisitc Seismic Hazard Assessment for Jamaica. Journal of Civil Engineering and Architecture, ISSN 1934-7359, USA, Sep., Volume 7, No. 9 (Serial No. 70), pp. 1118-1140.

Salazar, W., L. Brown and G. Mannette (2013) Surface soil effects studies based on H/V ratios of Microtremors at Kingston Metropolitan Area, Jamaica. Journal of Civil Engineering and Architecture, ISSN 1934-7359, USA, Oct., Volume 7, No. 10 (Serial No. 71), pp. 1301-1322.

Salazar, W. & L. Brown and G. Mannette (2013) Probabilistic Seismic Hazard Assessment for Bridgetown-Barbados, employing Subduction Interface Characteristic Earthquakes. Journal of Civil Engineering and Architecture, ISSN 1934-7359, USA, Nov., Volume 7, No. 11 (Serial No. 72), pp. 1405-1422.

Bozzoni, F., M. Corigliano, C. Lai, W. Salazar, L. Scandella, E. Zuccolo, J. Latchman; L. Lynch; R. Robertson (2011) Probabilistic Seismic Hazard Assessment at the Eastern Caribbean Islands. Bulletin of the Seismological Society of America, vol. 101, no. 5, pp.2499-2521.

Thank you Mr. Balamurali Kanagaraj , Any references please?

vertical forces specially vertical wave as earthquake have important role in gravity acc then it cz of over loading and less loading at structure...

Dear Om Prakash Chhangani ...Thanks for answering ..

No problem Hussam.

All the the best with your research.

I follow the answers.

I follow answers

best regards

A problem with mixture, high strength concrete needs large amount of cement, therefore Ca(OH)2 will product from hydration reaction ,so that Pozolana like (Silica Fume with High SiO2 %) is necessary to react with excess Ca(OH)2 and then products CSH strong Gel.

Challa Mallikarjuna ... Thanks for answering..

I agree with Ishwar Sonar and Nasir Shafiq answers

Ertug Aydin ... Many references recommend Schmidt hummer and consider it as a reliable test, .. but I don't trust that..

If this test as you mention is not reliable, ... why we might did it...?

The return period for design events has a very loose relation with the expected life of the structure. Nuclear power plants are designed for seimic events with return periods of at least 10,000 years, while their expected life is at least two orders of magnitude shorter.

A longer design return period increases the upfront costs (design and construction) but reduces the long-term ones (seismically caused damage). Hence, with a suitable assumption on interest rates you could combine the two and find an optimum. In practice there other intervening factors, such as public sensitivity to the facility, and the final result is implicitly embedded in the design codes and licensing procedures.

I find the easiest method to model steel plate walls in ETABS is to use the orthotropic membrane model. You can find information on this method in AISC design guide 20 : Steel Plate Shear Walls.

Basically, you model the plates as membrane elements which you rotate by the angle alpha (tension strip angle). Codes now allow using alpha = 40 degrees in many cases throughout the walls, so it's even simpler now.

Then, you set the elements stiffness modifiers to 1 in one of the 2 axial directions (f11), and a very low amount (like 0.00001) on the orthogonal direction (f22) as well as the shear stiffness (f12).

This will give you an adequate bahevior for the walls in your models. Then, you can extract the shear forces at every level using section cuts, and use these shear forces to design your plate thickness. Then, you design everything else according to capacity design principles.

Hope this helps!

Dear Aryan:

Attached please find some suggestions:

I hope that this information is of help to you.

Arturo

Please refer to this paper :

Thanks a lot Dear John ...

Please visit the following web page:

and check my manuscript about prefabrication on:

Thank you Napoleon...I will look into your suggested references...Gene.

Dear Md. Fuzail Jawaid,

This a key issue I would say for entire world development and global health!! It would be really really nice to cooperate in this direction, matching experiences from both economically developed and developing countries. That would be really exciting. I think we might use this platform to discuss the basis of a collaboration.

Thank you very much!!

Sorry,

No idea.

The local building and fire codes dictate which buildings are required to have public address systems. Most office buildings are not required to have these, but the owner can elect to have them even if the codes don't mandate them. NFPA 72 regulates the design and installation where required or where installed. Some buildings have speaker systems which is just a building amenity, but is not robust enough to be a NFPA 72 compliant system. The placement of the speaker system varies and dependent on the decibel level of the output and the layout of the building. However, they are required in all occupied areas. A good rule of thumb is no farther than twice the ceiling height.

I am confused? But I will try to help. 

Coding is typically used to QUALITATIVE Methodology.  Your research on video games likes and dislikes will be best suited for Qualitative study.  The application of Cohen's Kappa may not be suitable with the Qualitative Methodology. 

For your 2nd question in coding. The research presents the data as is.  If both data are in disagreement it is better to call back the informants to clarify their intentions. Again this answer assumes that you are following the Qualitative Methodology.

It depend on the type of the construction projects and the relevant regulation statements of each Country.

Simulation programs is the best  way for your case to fix all other factors and focus on window to wall ratio. you can use Design Builder or TRNSYS . both are good in calculating energy consumption. However, TRNSYS is more detailed in mechanics.  

Actually High Rise apartments should be distantly located as FAR consumed is already more.

I agree with Thomas Strum that base isolation is a good option for controlling the seismic response of buildings when subjected to long-period wave component of earthquakes (near-fault earthquakes). However, a concern is that all isolators do not give satisfactory results when subjected to near-fault ground motions. For example, a conventional FPS sliding isolator behaves poorly in near-fault ground motions since it is very likely that resonance phenomenon occurs in the FPS response. To overcome this problem, many studies have been done recently. One of the ways is to use sliding isolators with variable curvature which have been proved to behave excellently in near-fault ground motions.

Thus, before considering any base isolator, you must carefully see if it is a good option for near-fault ground motions which have different characteristics than far-field earthquakes.

Wish it helps.

Do you have information about joint of IMS building?

I'm sorry to assert that "deep basin" region seems a bit vague and even though I concur with what others said, and especially George E. Varelis, I would like to add that local soil-effect on buildings have been known for a long time and have a major impact on the fate of constructions, e.g. the Agadir (Morocco) earthquake, 29/02/1960 was a puzzling event (not that strong but terribly destructive for various reasons) where similarly designed reinforced constructions lead sometimes to total destruction and sometimes to nearly intact survival of the buildings. Major explanations were both "loose" execution of the design prescriptions during construction on site and local soil-effect. Same for the Aquila (Italy) earthquake in Italy. My point here is that you do not need a "deep-basin" to be facing strong local soil-effect, reinforcing considerably the destructiveness of the quake. Anytime you face a local unfavorable soil, security factors in designing the building should be increased accordingly and execution on site done with great respect of the design instructions (not just a matter of "putting the right amount of steel" !).

There indeed are different interpretation of what is a BIM and/or what constitutes a BIM; they typically represent interpretations related to capabilities of software that generates the given BIM.  The future use of BIM may be related to weather it is "open" and "life cycle" BIM.

Any BIM based on a data model of buildings that covers the entire building life cycle should contain enough data about the given building to support investigation of compliance with regulation of a particular type.  But no BIM contains any "magic buttons."  To segment data related to checking a specific regulation compliance one needs a specific "model view" (MVD) of the involved data model of buildings that clearly identifies the subset of the data model that needs to be implemented by any software that is checking a particular form building compliance.

Dear Mussa Dida, my question is not that I can run matlab file by placing it in a directory or not But to know what is the best way to run matlab code in an embedded hardware supported by matlab.

Please, check section 2 of the following paper:

what is even better for tuning PID is ANFIS (available as a toolbox in Matlab)