EngrUzair

I haven't used British Code for many years. However, you may find relevant load combinations in the code itself, and also in any concrete design book, based on British code.

IMHO, No. (See section 16.1.1 of ACI 318-08) You may refer to chapter 16 of ACI 318, and ACI 550 for detailed requirements regarding design of precast concrete members. Regards.

You may use either a square or a rectangular footing, for your column. Choice usually depends upon column grid spacing along the two perpendicular axes & the shape of floor area supported by the column. Following link provides detailed procedure of designing a rectangular footing, supporting a rectangular column, in accordance with ACI 318. http://www.ce-ref.com/Foundation/Spread_footing/Rect_FTG/FTG_Rect.html Regards.

Structural design in SAFE is based on loads and load combinations, and these may include seismic loads as well. You may transfer support reactions for applicable loads & load combinations, from SAP2000 analysis to SAFE very easily, using 'export' option available under 'File' menu in newer versions of SAP2000.

You may use CSI SAFE for the purpose.

Miski! The document referred by Umar Makhzumi is chapter 7 of the book 'Reinforced Concrete- Analysis and Design', written by S.S.Ray (copyright 1995 by Blackwell). It is based on BS8110. Regards.

Your problem is not clear. In order to get proper advice, you will need to provide some more details about your structure, in addition to attaching some pictures of your model here. The additional details should include usage of structure, geometric details, applicable loading conditions, and specific references to design code sections & tables you are referring to.

Try the following video tutorials: 1. Staad Pro tutorial for Wind Load Analysis http://playit.pk/watch?v=qsaKls8yBtE 2. Staad Pro tutorial for Earthquake Load Analysis http://playit.pk/watch?v=0ZbDfRn4kHo Regards.

Tariq Ali! Welcome to the forum. You may post the problems you are facing in connection with your project, in Students Zone sub-forum. Try to provide sufficient details about your project, so that you could be advised in a better way. For example: - 'What are the dimensions, number of stories and bay spacing of your structure?, - Which design codes & standards you propose to use? - Types of loads you are applying to the structure? - What have you done so far? - At which points, you are stuck up? etc.etc Regards.

I am surprised to know that. Are you not an civil engineering (or architecture) student? And, are you not studying in an engineering university? If yes, then you will certainly have to learn basic design principles, otherwise you might not be able to passing grades in your design subjects. Moreover, there must be a text book and possibly some reference books, recommended by your design teacher for learning of design concepts. If your answer to both of my above questions, is 'No', then IMO you do not need to solve the design problems you have referred to. Can you explain, what the real situation is? and, why you need the solution of above design problems?

Anique, 1. Registration with Pakistan Engineering Council (PEC), as a 'Consulting Engineer' (either as a firm or as an individual), is based primarily on following pre-requisites: a. Valid registration as a 'Registered Engineer' with PEC (Freshly graduated engineers, with a B.Sc. Engg degree, are accepted as 'Registered Engineer' by PEC) b. Valid membership with PEC, as a 'Professional Engineer (PE)' with PEC (Requires a minimum of 5 years of practical experience in relevant field, after being enlisted as 'Registered Engineer', and passing of Engineers' Professional Exam (EPE), conducted by PEC) c. Completion of at least 16.0 CPD credit points As such, having done masters in 1 yr, should not be a problem, for registering with PEC, provided your BS Engg degree is acceptable. 2. Please see the following links for knowing the relevant rules & requirements, and downloading application forms etc.: a. Registration Procedure For Consulting Engineers (http://pec.org.pk/reg_proc_ce.aspx) b. PEC Consulting Bye-Laws (http://pec.org.pk/downloadables/BYELAWS%201986%20%28APRIL%2023,%202013%29.pdf) c. PEC Registration Forms, for 'Registered', 'Professional' and 'Consulting Engineers ((http://pec.org.pk/index.aspx?aspxerrorpath=%2fgetpecno.aspx) Regards.

Wa-alaikum-assalam. Dear Waqas, See the following link, for a very good explanation of phenomenon of shrinkage in concrete and the effect of shrinkage reinforcement on the behaviour of concrete in service: http://civilengineersforum.com/reinforcement-for-temperature-shrinkage/ Regards.

Naeem, The above comments pertain to your column footing design problem..

For lintel design, a triangular load distribution, with 60 degrees internal angle from lintel edges, may be assumed provided top corner of the triangle is also located within masonry. Otherwise lintlel will share the slabs loads as well. If I remember correctly, there is a lintel design example too, in reinforced concrete design book by Morgan. Governing principles & general methodology, along with design exmples should be available in your RC design text book. BTW... Which RC design code and text book are you following?

The type of footing you have mentioned, is normally used in single-story steel frame structures, where wind effects are pronounced, in order to counter wind uplift. you will need structural design calculations of the apartment building, especially the extension portion, to find out the values of reaction forces used for the footing design. Cross-checking of these design calculations, in the light of relevant provisions of applicable design codes, may lead you to the conclusion regarding adequacy or inadequacy of existing footings. In absence of design calculations, you will have to model the structure for determining critical reaction forces for foundation design, using: - the section and material properties of provided structural members, - applicable structural loads, and - governing design codes & standards. Regards.

Dear Waqas, Don't be confused. It is very simple. All you have referred to in your post, is about and applicable to minimum area of reinforcement, required to resist 'shrinkage and temperature movements' in slabs and mats. On the other hand, I have discussed the distribution of minimum reinforcement, required to resist 'shrinkage and temperature movements' only, reinforcement distribution shall be as mentioned in ACI section 7.12.2 (referred by you). However, when the slab or mat has to resist 'primarily, distribution of reinforcement shall be as per flexural requirements. In this case, total amount of 'As,min' has to be provided at each face of slab or mat subjected to '

Dear Waqas, No. It is not so. This As,min = .0018bh is actually minimum flexural (tensile) reinforcement for each face of mat (NOT the temperature reinforcement), although its amount is is same for the both. In case of flexure, you have to provide the full amount (=0.0018bh) at each of the relevant location/face. For example, if the uniform thickness of mat is 15 inches and you are using Grade 60 rebars, As, min = 0.0018x12x15 = 0.324 sq. in./ft width of mat per face of mat. This amount of reinforcement (0.324 sq. in./ft) has to provided in full at top face of mat at mid-span, and same amount has also to be provided at bottom face of mat near the supports / edges of the mat. This is however, subject to the condition that required flexural reinforcement at these locations is less than 'As,min', otherwise you will have to provide the reinforcement amount required by flexural calculations. Regards.

Checkout following links, for useful discussion on the use of various type of finite elements for structural modelling, including those for beams: 1. https://www.google.com/url?sa=t&rct=j&q=&esrc=s&source=web&cd=1&cad=rja&uact=8&ved=0CB4QFjAAahUKEwiEk4v75f3GAhUJuBQKHW0ZCJY&url=http%3A%2F%2Fwww.gramme.be%2Funite9%2FFEM%2FFinite%2520Element%2520Method.pdf&ei=fHG3VYTlAYnwUu2yoLAJ&usg=AFQjCNHmS1fQ6-1XnlTKQM1sWN4-N9MXKQ&bvm=bv.98717601,d.d24 2. https://www.google.com/url?sa=t&rct=j&q=&esrc=s&source=web&cd=2&cad=rja&uact=8&ved=0CCcQFjABahUKEwiEk4v75f3GAhUJuBQKHW0ZCJY&url=http%3A%2F%2Ftraining.altairuniversity.com%2Fwp-content%2Fuploads%2F2014%2F02%2Fmeshing.pdf&ei=fHG3VYTlAYnwUu2yoLAJ&usg=AFQjCNFdWZLqiEON6a24JGKlYTyMeaUvpw&bvm=bv.98717601,d.d24 3. https://www.google.com/url?sa=t&rct=j&q=&esrc=s&source=web&cd=4&cad=rja&uact=8&ved=0CDIQFjADahUKEwiEk4v75f3GAhUJuBQKHW0ZCJY&url=http%3A%2F%2Fiopscience.iop.org%2F1757-899X%2F50%2F1%2F012036%2Fpdf%2F1757-899X_50_1_012036.pdf&ei=fHG3VYTlAYnwUu2yoLAJ&usg=AFQjCNHUUNI5EUatLXvdwKX-GFsMAIlH2Q&bvm=bv.98717601,d.d24 4. https://www.google.com/url?sa=t&rct=j&q=&esrc=s&source=web&cd=5&cad=rja&uact=8&ved=0CDoQFjAEahUKEwiEk4v75f3GAhUJuBQKHW0ZCJY&url=http%3A%2F%2Fwww.colorado.edu%2FMCEN%2FMEMSII%2FSupplement%2FFE_ELTYP.PDF&ei=fHG3VYTlAYnwUu2yoLAJ&usg=AFQjCNGMFOLXHVNh1-4fYNyR61DX8OeDOA&bvm=bv.98717601,d.d24 Regards.

Discussion in the following thread may help you clarify your understanding on this topic: http://www.sepakistan.com/topic/1686-opening-in-slab/?hl=%2Bopening+%2Bslab Regards.

Some general concepts, regarding shear reinforcement output of ETABS, are discussed in following thread: http://www.sepakistan.com/topic/1584-shear-reinforcement-in-etabs/ In your case for IS 456-2000 code, the shear reinforcement value should be in 'mm2/m' units. You may verify this manually, using critical shear force values of relevant members (beam or columns) output by ETABS. To provide required shear reinforcement, select a suitable rebar size (e.g., 10 or 12 mm diameter) and calculate required bar spacing as per normal procedure per IS 456. Shear reinforcement may be higher for a cantilever beam (compared to a beam supported at both ends), as all the shear force of a cantilever beam is transferred to a single support (instead of of two supports as for a beam supported on two supports). You may check & verify this from the shear force diagrams of the two beams. HTH

Minimum reinforcement in a mat footing, is to be provided as per Section 7.12.2 of ACI 318-08, as specified in ACI Section 15.10.4. The amount of reinforcement to be provided (e.g., 0.0018 b h for Grade 60 reinforcing steel), is for each face (top or bottom). This is because of the fact the mat reinforcement is provided to resist tensile stresses (rather than temperature or shrinkage) on the relevant (top or bottom) face of the mat, similar to minimum reinforcement provided in RC beams. Regards.

Dear Waqar, Following video tutorial, although not in english, is sufficiently clear to understand and may be helpful in modelling circular beam or arch, in ETABS: http://playit.pk/watch?v=jIaH8-I7RoU Regards.

According to ACI 318-08 Section 21.3.2, a structural member is to be treated as a 'beam', if the factored axial force DOES NOT EXCEED 'Ag f'c/10'. Otherwise, it will be treated as a 'column'. Regards.

IMO, the displacement should be applied to the nodes, located at the neutral axis level. If you are studying the effect of displacement normal to the horizontal plane, considering the beam as a linear member only, the displacement should be applied to all the nodes at NA level. Otherwise, displacement may be applied to one node at a time only. Displacement value should, of course, be 2 mm for each node. Regards.

Khurram, I have done shear walls with boundary elements in the past. However, due to my home pc hard disk getting out of order, the relevant data is not available with me right now. I will search it somewhere else at a later time, before I could reply you in more detail. For the time being, you may have a look at Example 29.6 in PCA Notes on ACI 318-08, providing detailed calculations conforming to the ACI 318 requirements for proportioning of structural walls (including boundary elements). Regards.