EngrUzair

WAA! 1. Folowing are the major fields, a civil engineer may choose from, for working specifically in: a. Construction engineering b. Geotechnical engineering c. Structural engineering d. Transportation engineering e. Water resources engineering f. Environmental engineering 2. You would certainly be knowing about several of these fields already, as most of the engineering courses taught during undergraduate study of civil engineering, belong to these fields. Detailed information about these fields is available in civil engineering handbooks. 3. For the knowledge about practical scope, reference books and applicable codes, you may have a look at the documents referred in following threads, among others: a. http://www.sepakistan.com/topic/1595-basic-technical-knowledge-a-fresh-civil-engineer-should-have/ b. http://www.sepakistan.com/topic/1616-pe-exam-introduction-reference-standards/ Regards.

WAA! 1. Check the NCEES website (http://http://ncees.org/exams/pe-exam/ ) for relevant requirements. 2. Search the Google, for PE exam requirements for employment of foreign nationals (residents of countries other than USA) in USA firms. Regards.

Wa-alaikum-assalam! IMO, yes. You may refer to Table 29-3 in PCA Notes on ACI 318-08, providing an excellent summary of all the seismic requirements of ACI 318, in case of flexural members of SMFs (applicable to seismic zones 3 & 4), as well as comparison of the code requirements for other MFs. Regards.

Assalam-o-alaikum! Are you referring to 'Gust effect factor', mentioned in ASCE 7-05 Section 6.5.8? Expressions for calculating approximate values of fundamental frequencies for wind design, in respect of steel & concrete moment resisting frames etc., are given in the commentary (section C6.5.8 on page 293 onwards) of ASCE 7-05. Regards.

WAA! 1. The difference between total height 'h' and effective depth 'd' of a reinforced concrete beam is certainly calculated based on certain rules, as per applicable design code. These rules are explained in following paragraphs. 2. This difference, say 'dt', in case of the beams with main reinforcement in single layer only, is given by the relation: dt = cc + dbs + dbm / 2 Where 'cc' is the clear cover outside the stirrup, 'dbs' is the diameter of stirrup bar, and 'dbm' is the diameter of main reinforcing bar For example, if cc = 1.5 in., dbs = 0.5 in. (#4 bar) & dbm = 1.0 in. (#8 bar), then dt = 1.5+0.5+(1.0)/2 = 2.5 in. 3. For beams, with main reinforcement in more than 1 layer, 'dt' may be calculated using following relation: dt = cc + dbs + distance to centroid of main reinforcement, above stirrup level Note: 'dt' may be taken as 3.5 and 4.5 in. respectively, for beams with main reinforcement in 2 and 3 layers, when the diameter of main reinforcing bar does not exceed 1.0 in. (#8). Regards.

Dear ayelamayem! I don't have either ETABS2013 or SAFE2014, so my comments are based on general concepts of CSI software, and with reference to earlier versions of ETABS & SAFE. Comments on your specific questions, are as under: 1. IMO, yes. The load effects due to lateral loads would NOT be transferred properly and completely, using this option. 2. Yes. You may provide stiff or thicker slab areas under the columns. This is required in most of the cases (due to heavy column loads, and to satisfy shear requirements), and is possible to provide, even in older versions of SAFE. 3. This is a complex issue, and relates to newer versions of CSI software. As such, you will probably need to contact CSI directly for clarification in this regard. HTH Regards.

Wa-alaikum-assalam! Discussion in the following threads may help you, in this regard: 1. http://www.sepakistan.com/topic/1653-help-regarding-fyp/#entry4161 2. http://www.sepakistan.com/topic/1654-ug-fyp-on-seismic-retrofit-software/ Regards.

Assalam-o-alaukum! In engineering institutions, normally all the teachers having PhD degrees are busy in carrying out research in their respective areas of expertise, because of their service requirements. For this purpose, most of them will have new ideas and topics to carry research on. Accordingly, IMO, the best and the easiest way to select a topic for your FYP, is to contact your teachers (especially those having PhD degrees), and get their views about what kind of topic they propose to work on. From the ideas, obtained in this way from various teachers, you may select a topic (you might be interested in) to start preliminary working on and to adopt it later for your FYP after polishing the topic in various respects. Regards.

Assalam-o-alaikum! 1. Before you can develop some software, you must have following skills, at least: a. know-how of programming in the computer language or environment (e.g., Visual Basic, MS Excel etc), you want to develop your software in. b. Detailed procedure of doing manually, whatever you want your software to do. c. All the data and information, you want to include in your software, for making various decisions and outputs. d. Preparation of a detailed flow chart, based on which the software will be performing various tasks, and making decisions & outputs keeping in view the data input and user response. 2. In case you have (or can manage to acquire & collect) necessary skills & information mentioned above (regarding your proposed topic), you will need to the get the consent / approval of your teacher (and or department) to proceed with your proposed FYP. Regards.

Assalam-o-alaikum! No. You would probably have to contact ACI and ASTM for them. Regards.

Assalam-o-alaikum! 1. Yes. You are right. Description of point No. 2, in the table on page 2 of the following link, indicates that due to revision of ASTM E178 (changing the 'two sided' test to 'one sided', among other changes), ACI 214 committee also adopted the 'one sided' test in 2010. http://www.concrete.org/committees/getagendaminutes.aspx?DocID=57664 2. It is an old standard. I don't have link for that. The one I knew, was for E 178-02, already given above. 3. See answer in para 1 above. 4. Since the matter relates to statistical analysis, try consulting some professor to clarify your doubts & the concept. You may wait for the response from other members, if you are not in a hurry. Regards.

Assalam-o-alaikum! Refer to ACI 318-08 Sections 11.5.3.1 and R11.5.3.1 for proper description & explanation. Regards.

Assalam-o-alaikum! 1. You may refer to the following thread for some good books related to the design of load bearing structures: http://www.sepakistan.com/topic/1652-load-bearing-structure-design/#entry4141 2. There are several masonry design programs, available on the internet. A few of them, based on US codes, are as under: a. NCMA design software (http://ncma-br.org/sw.asp), b. CMD12 (http://www.cmacn.org/bookstore-computer.htm#CP001), c. IES QuickMasonry (http://www.iesweb.com/products/quickmasonry/index.htm), etc., etc. However, whether these are suitable for your requirements or not, may not be easy. You may download their demos or trial versions to check what they can do, and to what extent. (I myself have neither needed them, nor have used any of them so far.). IMO, It would however be better if you could develop your own spreadsheets for the design of different masonry elements, AFTER learning the design methodology, using the relevant codes & books (referred above, and elsewhere.) If you could provide some details about the load bearing structure you want to design, you might get a better and more specific advice here. Regards.

Assalam-o-alaikum! The term 'load bearing structure' is commonly referred to a structure, in which the superstructure loads are transferred to the foundation, through masonry walls. These walls may consist of plain or reinforced masonry. Here are a few good books dealing with design of structural masonry: 1. Manual for Des of Plain Masonry in Building Structures, Institute of Struct Engineers, UK, 1997 2. Design of Structural Masonry by McKenzie, 2001 (BS & Eurocode 6 based) 3. Structural masonry designers’ manual by Curtin et al., 2006 (BS 5628 based) 4. Masonry Structural Design by Klingner, 2010 (IBC 2009 & MSJC-2008 based) 5. Design of Reinforced Masonry Structures by Narendra Taly, 2010 (IBC 2009 & MSJC-2008 based) Besides, you may find several other resources on the internet, dealing with design of load bearing masonry structures. Regards.

Asssalam-o-alaikum! You might need to increase your main member (pipe) size (thereby increasing stiffness), or to add brackets and bracing, to reduce deflection. BTW... I am unable to understand, why are modelling pipe as shell, instead of frame? What is its basis, and to what advantages it may lead to? Regards.

Wa-alaikum-assalam! 1. IMO, a plinth beam and a tie beam are the same, if they carry self-weight only (NO wall load). On the other hand, a grade beam is "a reinforced-concrete beam, usually at ground level, that strengthens or stiffens the foundation or supports overlying construction." (ACI CT-13). Thus, a grade beam is supported on ground. Although apparently supported by soil, practically the plinth beams carrying wall loads, will need to be designed as suspended beams (due to unreliability of soil support). ACI 318-08 section 12.12.3.2 will not be applicable in such cases. 2. In case of tie beams, yes. 'flexure from columns', points to the beam flexure caused by the moment transfer from a column (in a moment resisting frame) to the connected tie or grade beams, due to seismic effects. Regards.

Assalam-o-alaikum! You may need to go through following steps, to reach the conclusion in this regard: 1. Calculate standard deviation of concrete strength data, as per ACI 214.4. a. If you want to learn, how the standard deviation is calculated, you may refer to the following link: https://www.easycalculation.com/statistics/learn-standard-deviation.php b. You may also use 'standard deviation calculator' available at following link, to calculate standard deviation: https://www.easycalculation.com/statistics/standard-deviation.php 2. To determine whether the lowest value is an outlier or not, calculate the the quantity, Q, given below: Q = (Average value of strength data - minimum value of strength data) / Standard deviation 3. From what I have understood from the study of ACI 214.4, ASTM E 178 and other sources I came across in this connection, you have to compare the value of Q calculated above, with the value given in Table 1 of ASTM E 178 at the 1.0% significance level for a set of six observations (since you have 6 strength test values). IMO if your calculated Q value is more than than the relevant value given in Table 1 of ASTM E178, your lowest value would be outlier. (I might be missing something here, as I have not dealt with this subject earlier. And, therefore would request others to correct me, in case I have faltered somewhere). 4. ASTM E 178 may be downloaded from the following link: http://library.sut.ac.th:8080/astm/cd14022005/PDF/E178.pdf HTH Regards.

Wa-alaikum-assalam! If you could attach sketches of the slab with support locations, and the relevant SAFE contours here, the people here might be able to help you in a proper way. Regards.

Assalam-o-alaikum! Here are my 2 cents: If you have rectangular panels, having supports (walls, beams, columns) along the edges, the best and recommended way is to provide reinforcement in standard design strips - Column strips 7 Middle Strips (defined in ACI 318-05 Section 13.2). In SAFE software, slab reinforcement is also distributed in the form of Design Strips, subdivided into Column Strips and Middle Strips. Column strips are detailed for the required negative reinforcement, and the middle strips, for the required positive reinforcement. For rectangular slab panels, width of column strips is taken as 'span/4' of the two slab spans on either side of support (beam etc) for interior slabs, and 'sum of span/4 for exterior slab span, & the width of shade or cantilever portion' for exterior spans. In SAFE, each slab panel is subdivided into column and middle strips along both horizontal slab axes (namely, X and Y directions). Widths of various column and middle strips may be checked (and modified, if needed), using specific menu commands. For example, in order to check/modify X-direction design strips, following steps may be used (for SAFE version 8): 1. Go to 'View' -> 'Set X-strip layer' 2. Right-click on the strip to be checked/modified. 'X Design strip' options window will appear. 3. Modify the strip dimensions, if needed. 4. Press OK to make the changes effective. Process for the Y-strip layer is similar, except that 'Set Y-strip layer' option is to be selected in step-1. In case the supports are irregularly located, it is still possible to define design strips. For this purpose reference may be made to the following thread: http://www.sepakistan.com/topic/1635-design-strips-in-safe/ Regards.

W/Assalam! Please refer to following thread for necessary advice on your query: http://www.sepakistan.com/topic/1625-shear-wall-beam-overstressed-in-shear/ Regards.

Assalam-o-alaikum! Step wise process, for ETABS version 9, is as under: 1. Go to 'Analyze' -> Set Analysis Options' 2. Check 'Dynamic Analysis' 3. Click on 'Set Dynamic Parameters' 4. Select 'Ritz vectors' in 'Type of Analysis' portion. 5. Press 'OK'. Regards.

Assalam-o-alaikum! Narrating, what Umar has said, in another form and in some detail, my comments are as under: From structural point of view, the design information we require (from a manual calculation, or a structural software), is somewhat DIFFERENT in case of Structural Steel and reinforced concrete (RC) members. In case of structural steel frame design, we are interested in knowing the 'capacity ratio' (= maximum stress, caused by applicable load combinations / permissible stress) of a member, to decide whether the member has passed (indicated by 'capacity ratio' <= 1), or failed (capacity ratio > 1). On the other hand, for the RC frame members, we want to know whether a particular member has failed? (so that its size could be revised). And, if it is passed, what is the required reinforcement ratio / percentage? The failure or passing of a RC member is based on the reinforcement ratio (or percentage). For passing of a member, the reinforcement ratio (or percentage) MUST be within code prescribed limits. For the steel members, ETABS does provide values of capacity ratios DIRECTLY. However, in case of RC members it does so INDIRECTLY by provides required reinforcement quantities / percentages and warning / error messages, to indicate whether the member has passed or failed. A 'passed' member is indicated by 'required reinforcement being WITHIN code-prescribed limits' and 'NO error / warning messages'. On the other hand, a member will 'fail', if the required reinforcement is OUTSIDE code-prescribed limits, accompanied by error / warning messages, indicating structural deficiencies in relevant respects_shear, torsion etc). In case of RC Shell elements (slabs, walls etc) however, it is possible in ETABS to check various type of stresses. This can be done using following (ETABS version 9) menu command (for the defined load combinations): 'Display --> Show Member Forces/Stress diagram --> Shell Stresses/Forces' (Select Component Type 'Stresses') Regards.

This warning message appears in cases, where the calculated value of shear and torsion stresses, EXCEEDS the value permitted by the code. Generally, it requires increase in the member cross-section. Regards.

How are you transferring the load of masonry wall itself, you are supporting your beam on, to the lower stories?

WAA. Design strips can be made, even when columns are irregularly placed. How? Have a look at the following research study: Flexural Design Concept for irregular flat-plate floors.pdf Regards.