EngrUzair

And, finally here is the simplest relation between fracture energy and the compressive strength of concrete, you were probably looking for. See the attached image.

Following link, from fib bulletin 70, gives a relation between fracture energy and compressive strength of normal weight concrete: https://books.google.com.pk/books?id=zArcAwAAQBAJ&pg=PA18&lpg=PA18&dq=relation+between+Fracture+Energy+and+compressive+strength+of+Concrete&source=bl&ots=8mC5UGh1Pz&sig=YDt2HkAYeVFHW-VLLZeipmnKu5U&hl=en&sa=X&redir_esc=y#v=onepage&q=relation%20between%20Fracture%20Energy%20and%20compressive%20strength%20of%20Concrete&f=false This relation also requires 'maximum size of aggregate', for which you can assume a suitable value, keeping in view common practice of the area / locality, your concrete belongs to. Regards.

Normally drop is provided in slabs to reduce the amount of negative reinforcement in slabs over columns, or to reduce reduce overall thickness of the slab. In such a case, the drop must be centered on the column, as per relevant code provisions. The slab position, visible in your attached images, reflects the situation where two nearby slabs exist in such a way that one slab is at a slightly higher level than the other. Moreover, lower slab is a cantilever, acting as a support for the free edge of of upper slab. In such a case, drop may be at any location, provided it is properly designed structurally. Regards.

Here are my two cents: Steel structures are comparatively easier to retrofit. However, you will have to determine - the locations where you need strengthening, - how much strengthening is required? - how this can be done? - whether it is economical (as compared to complete replacement)? , and - will the structure, in retrofitted form, be visually acceptable? This can be done by modelling the existing structure in ETABS or SAP2000 etc., using member section properties as per actual section sizes, and a suitable steel grade (using best and safe judgement, based on quality and physical condition observed at site). Apply all applicable code requirements (as per IBC, AISC, ASCE etc,) and observe stress levels of various members. Now, after saving the model with a new name, upgrade all the failing members with larger or alternate member sizes (to which these can be replaced or upgraded by structural additions/modifications). Comparing the results of the two structural models, mentioned above, will give you a clear idea about where the retrofitting is required, and to which extent. In case (after the above analysis, and working out relative costs), it is determined that retrofitting will be economical (rather than complete replacement) and visually acceptable as well, it (retrofitting) may involve replacement of or additions/ modification to various existing members. Required connections may be made using welding or bolting, whichever is appropriate. Regards.

Wind load to be applied on a structure depends upon several parameters, more important of them being Design Wind Speed (in miles/hour, km/hr etc) , and wind exposure category (as defined in relevant code) of the area in which structure is to be constructed. Knowing these design parameters, wind load for a boundary wall can be calculated using the information given in section 6.5.14 and Fig. 6-20 of ASCE 7-05. Regards.

It is to be noted that the values of modulus of elasticity, recommended in the doctoral thesis referred by baz, are for the brick masonry constructed either in cement:Sand: Khaka (1:4:4) mortar or Cement: Sand (1:8) mortar. Whereas, normally a cement: sand (1:6) mortar is recommended for good quality load-bearing brick work. I have come across a more recent relevant document, an Indian research paper, in which the researchers have studied the properties of brickwork, carried out using three types of Indian bricks, and three types of cement: sand mortars, namely 1:4, 1:6 and 1:8. The study also compares the results with materials of western countries and Australia. The interesting point is that the modulus of elasticity values of all the tested bricks, are just a fraction of that recommended by Pakistani researcher, for the brickwork used in Northern Areas of Pakistan. The above-mentioned research paper may be downloaded from the following link: http://www.ajer.org/papers/rase-2013/volume-1/B120130611.pdf Regards.

congbui93, I have tried to search an example, involving the design data similar to your problem, but was unable to find it. May be someone else, here on the forum, able to point to some definite source in this regard. The answers to your questions given below, are based on ACI code basics and my understanding of their intent. All the examples, i have come across (Including those given in PCA Notes), use same width on each side of column line. As such, width of column strip should be equal on each side. Moreover IMHO, keeping in view basic intent of the code (i.e., using the Lesser of the spans for each slab panel, for column strip stiffness calculations), SMALLEST span of the two adjacent slab panels SHOULD BE USED for calculating the width of column strip for their common column line. In line with above argument, width of column strip for Line B should therefore be equal to" L3 / 4 + L 3/4". IMO, yes. You are right. We must consider lowest spans for the common column lines, in order to be on safer side. In the end, following are the column strip widths, IMO applicable to your frame: Column strip width for Line B = L3 / 4 + L3 / 4 Column strip width for Line 2 = L2 / 4 + L2 / 4 Regards.

Wa-alaikum-assalam, Following links may be helpful, in this connection: 1. External features of the Faisal Mosque (http://prr.hec.gov.pk/Chapters/321S-1.pdf) 2. Internal features (http://prr.hec.gov.pk/Chapters/321S-3.pdf) 3. Decorative elements (http://prr.hec.gov.pk/Chapters/321S-4.pdf) Regards.

You may use following methods to find relevant research material: 1. Use Google Scholar (https://scholar.google.com.pk/) 2. From your university computers, access 'www.sciencedirect.com', as well as all other research resources, the university currently has the subscription for. 3. Use following and other similar web sites that share engineering and research related information, downloadable after joining the site as a free member. a. http://www.researchgate.net/ b. https://www.facebook.com/ c. http://www.slideshare.net/ Regards.

Column strip width for Line B = L2 / 4 + L3 / 4 Column strip width for Line 2 = L2 / 4 + L2 / 4

congbui93, See the attached images. These have been taken from chapter 20 of PCA Notes on ACI 318-08, dealing with design of two way slabs using Equivalent Frame Method. First image shows the width of Column Strips, for both interior and exterior frames, when the length L2 is less or equal to length L1 of the slab panel. Whereas, the second image indicates the column strip widths for the SAME LINE, when the length L2 is equal to or greater than length L1 of the slab panel. Moreover, procedure for analysis of two way slabs (both without and with beams) using Equivalent Frame Method, has been explained in detail, in Examples 20.1 and 20.2 of the PCA Notes. Regards.

With reference to ACI 318-08 Section 13.2.1, column strip width is dependent on the dimensions of the two slab panels, present on two sides of the column line. For line 3, two slab panels exist for each line portion; one of the size 8000 x 8700 (upper side slab) and second of size 8000 x 4800 (lower side slab). On the first (upper) slab side, column strip width shall be 0.25*(minimum of 8000 & 8700) = 0.25*8000 = 2000. Whereas, on the second panel side, required column strip width will be 0.25*(minimum of 8000 & 4800) = 0.25*4800 = 1200. Total column strip width for line 3, will therefore be the sum of of these two strip widths = 2000+1200 = 3200. HTH.

Ok. That's fine. We are here, basically to help each other, as and when we can. As such, I'm glad that my effort was useful for you. You are welcome in future, as well. Regards.

@Mahnoor Khawaja! Check at following site: http://www.4shared.com Regards.

1. Following books may be helpful in understanding plastic analysis and design of steel structures: a. Plastic Analysis and Design of Steel Structures by Wong (http://www.amazon.com/Plastic-Analysis-Design-Steel-Structures/dp/0750682981) b. Ductile Design of Steel Structures by Michael Bruneau et al. (http://www.amazon.com/Ductile-Design-Steel-Structures-Edition/dp/0071623957) c. Plastic Design and Second-Order Analysis of Steel Frames by Chen & Sohal (http://www.springer.com/us/book/9781461384304) 2. In addition, documents at following links may also provide basic information about plastic analysis of steel structures: a. http://digital.lib.lehigh.edu/fritz/pdf/205_32.pdf b. https://www.google.com.pk/url?sa=t&rct=j&q=&esrc=s&source=web&cd=3&cad=rja&uact=8&ved=0CCUQFjACahUKEwi0hoa_orDIAhWDH44KHe95AU8&url=http%3A%2F%2Fwww.steel-insdag.org%2FTeachingMaterial%2Fchapter35.pdf&usg=AFQjCNE3VzmYRzdo9sPmd0IICUGLF3pBiQ c. http://nptel.ac.in/courses/105106113/2_industrial_building/5_plastic_analysis.pdf 3. Following link provides information about various steel design guides, based on Eurocode: http://www.steelconstruction.info/Eurocode_Design_Guides Regards.

Laique, Before you can find out estimated cost of your research work, you must have to go through the following steps: 1. Make a research proposal and discuss with the professor, who will be your research supervisor. 2. Your research proposal would essentially contain the following: - Title of your research topic - Aim of research - Research type & methodology (In your case, research type will be 'experimental study'.) - Types and total number of test specimens to be made. - Which type of fibres will be used, and what will be the percentage of fibres used for each type of test specimens? etc. etc. 3. Finalize your research proposal, as directed by your professor, and get it approved from the concerned department / university. From the above information, you may work out quantities of various materials required for your proposed research. Now, you may check the rates of supply of all the involved materials from their suppliers/vendors, and can easily determine approximate cost of your research project yourself. Regards.

Laique, An 'easy topic' will be the one, which is related to the structural course you like most to study and learn. However, actual research you will have to carry out, may or may not be easy in that sense, as it will depend upon the 'research type' (as explained below) you select for your topic. Research topics at MS level are of generally two types. The first requiring analytical research, and the second involving experimental work, to be carried in a laboratory through physical testing of specimens. First type of research could be very inexpensive in case, firstly it can be carried out using existing resources and secondly if the availability of relevant data could be made economically. However, selection of a topic for this kind of research and actually getting through this kind of research might not be easy. Second type of i.e., experimental research is more common, as it is not only easier to carry out, but also easier to get through with your final exam as well. It may also be comparatively less expensive, if it mostly requires commonly used & locally available material and does not involve extensive use of advanced but costly research materials (like fiber reinforced polymers (FRP), commonly being used in structural rehabilitation & retrofitting related research now-a-days). Regards.

Reading of the discussion in the following thread, may be helpful in this regard: http://www.sepakistan.com/topic/1653-help-regarding-fyp/ Regards.

I would recommend reading of 'Daastan Iman Froshon Ki' by Altamash, if you haven't read it yet. It is not only very interesting, but also very helpful in developing positive thoughts towards building of our national character.

Dear colleagues, The following article describes some of the most common errors, we may make while carrying out seismic design in accordance with ASCE 7-10 and IBC 2012. It also guides us how to avoid these errors in our future designs. http://www.structuremag.org/wp-content/uploads/2015/08/C-StrucPerform-Heausler-Sept151.pdf A somewhat different version of above article, is available at the following link: http://seaoo.org/downloads/NCSEA_Conf_Info/2014_ncsea_common_errors_in_seismic_design___how_to_avoid_them._t._heausler.pdf Regards.

Redundancy factor (Rho) is assigned to a structure as per ASCE 7-10 Section 12.3.4, in connection with the seismic design of structures. It is employed in calculating the 'horizontal seismic load effect, Eh', according to ASCE 7 section 12.4.2.1. The purpose of using this factor, may be clear from the following link: http://skghoshassociates.com/SKGAblog/viewpost.php?id=20 On the other hand, SDS is the design spectral response acceleration parameter at short periods. It is used in determination of the 'vertical seismic load effect, Ev', as required by ASCE section 12.4.2.2. Applicable value of SDS may be obtained from ASCE section 11.4.4. For more details, you may refer to the Seismic Design Guide to ASCE 7-10 (http://www.asce.org/templates/publications-book-detail.aspx?id=9446) or the structural design books dealing with seismic design of buildings (similar to the one referred by Rana Waseem). Regards.

ASFAIK, following document is the best reference regarding outrigger design. Outrigger Design for High-Rise Buildings _ CTBUH Technical Guide (https://www.google.com/url?sa=t&rct=j&q=&esrc=s&source=web&cd=6&cad=rja&uact=8&ved=0CC8QFjAFahUKEwiXt5-4u4XIAhUFPRQKHf_3DCk&url=https%3A%2F%2Fstore.ctbuh.org%2FPDF_Previews%2FBooks%2F2012_CTBUHOutriggerGuide_Preview.pdf&) usg=AFQjCNFIz3UD_mJuihb0tAgqVvUJ-6ltAQ) In the absence of CTBUH Guide, you may find out relevant information in the books & guides dealing with the structural design of tall buildings. A few of these are as under: 1. Tall Buildings - Structural design of concrete buildings up to 300 m tall (2014) (Published by MPA The Concrete Centre & Fédération internationale du béton (fib), UK. and may be downloaded from the following link: http://www.concretecentre.com/pdf/ccip_tallbuildings_oct14.pdf) 2. Reinforced Concrete Design of Tall Buildings (Taranath 2010) 3. Structural Analysis and Design of Tall Buildings - Steel and Composite Construction (Taranath 2012) Regards.

Following document, especially its Section 2, might help you understand basic concepts related to the discrete and smeared (both fixed and rotating) types of crack models: https://www.google.com/url?sa=t&rct=j&q=&esrc=s&source=web&cd=11&cad=rja&uact=8&ved=0CF4QFjAKahUKEwiC7a6lwe7HAhVBfhoKHdR6Bnk&url=http%3A%2F%2Fheronjournal.nl%2F34-1%2F1.pdf&usg=AFQjCNFt3L2jfuZECxkPEl8Byl-S9sQUBQ Regards.

Stirrup spacing, among others, depends upon seismic requirements (see chapter 21 of ACI 318-08). Moreover, spacing of stirrups is closer near the support, as compared to middle portion of the beam.

Shear reinforcement in SAP2000 is given in the units of 'length^2/unit length'. For example, if the displayed unit of length is in inches, shear reinforcement is in 'in^2/in.' units. To convert shear reinforcement value ( given by SAP2000 in 'inch' units) into stirrup spacing, multiply the given value by 12 to convert it in into normally used units of 'in^2/ft.' Now, divide the product of 'cross-sectional area of one stirrup & 12' by the required area of shear reinforcement, calculated earlier. The result of division will be the stirrup spacing in inches. For example, if the shear reinforcement value (given by SAP2000 in 'inch' units) is 0.025, required As =0.025x12=0.3 in^2/ft. Cross-sectional area of one #3, 2-legged stirrup is 0.11 x 2 = 0.22 in^2. Then, required spacing of #3 stirrup will be = 0.22 x 12 / 0.3 = 8.8 in. Alternately, you may get the same result by dividing the 'cross-sectional area of stirrup' with the 'required shear reinforcement value, given by SAP2000 in inch units, directly. [ 0.22 / .025 = 8.8 in.] Regards.