EngrUzair

Normally, a lower version file may be opened directly in a later version of same software. So, start ETABS 2016 & try to open your older version .edb file directly. In case it does not work, you my use text input file (having .et extension) of your ETABS 9.7.4 model, for importing it into ETABS 2016. If you still face some problem, describe it here, for further advice.

Consult the structural engineer who has prepared working drawings, for a proper advice. It is possible that this factor might have been taken care of, while preparing structural drawings. Regards.

Following links might be useful in understanding the two concepts:- 1. Sidesway Web Buckling of Steel Beams 2. Revisiting Web Compression Buckling for Wide Flange Sections Regards.

Create a point on the desired location (using manual meshing, or dummy beams etc) and apply the point load as a vertical force on that point. Regards.

FPSC has advertised BPS-17 jobs for Civil, Electrical & Mechanical Engineers as well as for Architects & Town Planners in MES (Military Engineer Service) under Ministry of Defence. More than 40 vacancies have been advertised for each of these categories. Spread this information among your colleagues for all those interested in these job. Last date for applying is 18-12-2017. See the following link for detailed advertisement. http://www.fpsc.gov.pk/icms/user/jobs.php

Check the following thread for some good references related to the design of slabs on grade:- http://www.sepakistan.com/topic/2513-design-floor-slab-in-grade/ Regards.

Both are the same. For more details, check this Link. Regards.

Buckling load is calculated in accordance with Section 6.3 of Eurocode 3 (EN 1993-1-1) that includes relevant formulas as well as buckling curves. This information is generally available in Eurocode 3 based Steel Design books in the chapters dealing with compression members. One such book is, "Structural Steelwork Design to Limit State Theory, 4th edition, by Dennis Lam et al." Regards.

In this connection, you might like to have a look on this link that contains a very useful discussion on use of cracked sections in the stiffness analysis of reinforced concrete members. Regards.

Yes. In both cases, you should include the said column in your model. It will make your structural framing more stable, due to availability of an additional vertical support for the superstructure. Regards.

Check the following link:- Replacement of Line Loads acting on slabs to equivalent Uniformly Distributed Loads Regards.

1. First of all, you need to understand how to design the slab on grade (SOG) through hand calculations. Later on, you may develop a spreadsheet or use some patent software to do it using a computer. 2. The references given above provide design methods (pca, WRI, COE etc), dealing with different types of SOG (e.g., unreinforced, reinforced concrete, post-tensioned etc.) subjected to various types of loads (uniform, line, wheel & post loads). 3. Before starting the design, you will need to go through the reference available with you (i.e., ACI 360), and a. Select the SOG type from the Section 7 onwards, applicable to your case. b. Study the design requirements from the relevant section c. Determine the type and intensity of various loads, the slab will be subjected to during service. d. Solve the relevant design examples, given in the appendices of ACI 360 to understand various design parameters, charts, equations & their application to the design. e. Using the design prameters applicable to your slab, design the SOG by following the procedure adopted in the reference design example. HTH Regards.

I have not seen such a limit written anywhere. However, the lowest value of bearing capacity (BC) for the building sites I have come across during my professional practice, was mostly 0.5 tons per square foot (TSF). In only one case, the reported BC was 0.25 TSF. However, the client was advised to change the site, as such a low BC indicates a very weak soil, ordinarily requiring a very heavy & expensive footing design. As such, IMO 0.5 TSF may be considered a reasonable lower limit of BC for a building site. Regards.

You may use following sources for designing floor slabs resting on ground:- a. Designing Floor Slabs on Grade by Ringo & Anderson, 1996 ( Link ) b. ACI 360R-10 Guide to Design of Slabs-on-Ground Regards.

Following documents may be helpful in connection with structural design of single & two-cell RC box culverts:- 1. Box Culvert Design Example-MnDOT 2. RCC BOX CULVERT - METHODOLOGY AND DESIGNS INCLUDING COMPUTER METHOD 3. Design coefficients for single and two cell box culvert 4. AASHTOWare CVT1_Two-Cell RC Box Culvert Example More documents related to the current topic, are available here:- Structural design of two-cell rc box culvert Regards.

Sections 11.1 & 11.2, and Table 11.2 (cases 16 to 19) of "Roark's Formulas for Stress and Strain, 7th edition, by Young and Budynas", provide necessary explanation and formulas for the analysis of flat plates subjected to concentrated loads. These might be helpful for you. Regards.

WA, 1. Basic information regarding bucking analysis of structural steel elements is generally available in the books dealing with the stability of steel structures. For example, "Guide to Stability Design Criteria for Metal Structures', 6th edition by Ziemian, 2010. 2. Specifically, in relation to Eurocodes, following links may be helpful in providing the desired information:- a. Design of Steel Structures: Eurocode 3 b. Designers’ Guide to Eurocode 3: Design of Steel Buildings c. Buckling resistance of steel & composite bridge structures-SCI 2012 d. Guide on second order analysis-2009 HTH Regards.

Usman, Although foundation design may be based on an ASSUMED bearing capacity value, it is generally used for preparation of building cost estimates only. However, use of such a foundation design for actual construction may be risky for the structural stability or may be uneconomical, in case the ACTUAL bearing capacity is either less or more than the ASSUMED value. Such a situation, if arises in reality, will negatively affect the credibility of the structural engineer. Therefore, professionally building foundations are designed based on actual bearing capacity of soil only, obtained through a reliable geotechnical firm. In the stated case, you may design the foundation assuming some lower bearing capacity value, like 0.50 or 0.75 tsf (former would be conservative of course, as indicated earlier by @UmarMakhzumi), clearly noting on the drawing that the foundation has been based on an assumed value of soil bearing capacity. And, in case actual bearing capacity (that should be checked at the most before starting the foundation concrete) is different from the value used for footing design, foundation design will require a review. This is the normal procedure I myself adopt in cases where the actual bearing capacity of a site is not available at the time of preparation of structural drawings. In my case, the drawings are stamped as "Advanced Copy. Not for Construction." as well. Regards.

1. General basis of these software is available in software manuals (Getting Started, Analysis Reference etc.) that are installed along with the software, in the 'Manuals' subfolder in the installation folder of the relevant software (Etabs,SAFE or SAP 2000). 2. Software installation folder most probably contains one or two software tutorials as well. Additionally, you may use 'Watch and Learn' training movies, developed by CSI, and available at following link, to learn how to use the software for various tasks:- CSI Watch-and-Learn videos Just click on the name of the software, and a page containing the list of videos pertaining to that software will open. 3. Many examples explaining the use of these software through modelling of various type of structures are available at YouTube. Regards.

Yes, provided you know (or able to estimate) the concrete compressive strength & reinforcing steel yield strength. Calculate required maximum steel area per code (corresponding to Maximum Steel Ratio in tension), for the given beam size & compare it with the actual (provided) steel area. In case actual steel area in tension zone is more than the Code Permitted Maximum steel area, and the reinforcement area provided in compression zone is at least equal to the excess amount of reinforcement area provided in tension zone (= the difference of actually provided minus Code Maximum steel area in tension), the given beam will be a doubly reinforced beam. Regards.

For knowing the answer to your question in a better way, one of the option should be to treat each set of buildings (supported on one raft) as an independent Etabs model with an independent SAFE model for the raft. Results of this option should be compared with those of the combined Etabs model and the separate raft models of different sets of building obtained from export of reactions of combined Etabs model to a single SAFE model. This comparion will clarify how & how much the adjacent rafts are affecting each other, with reference to the results obtained for independent rafts. After comparison, results requiring a larger raft thickness and/or reinforcement should be adopted for final drawings & construction. Regards.

WA. Researchers have observed that "the characteristic behaviours of an isolated footing are affected if there exist other footing or group of footings close to each other and their individual zone of influence interfere with each other leading to interference phenomenon. The ultimate bearing capacity increases with decrease in the clear spacing between the footings and attains a peak magnitude at some critical spacing and thereafter with further decrease in clear spacing, the ultimate bearing capacity decreases and at spacing equal to zero the two footings act as an isolated footing of twice the width when width of two interfering footings are similar and loaded symmetrically. Moreover, the settlement at failure of interfering footing is observed to be greater than that of isolated footing at failure and the same decreases with increase in clear spacing between the footings." "The bearing capacity and the settlement of footings are the basic criterion which influence in the design of the footings and these are affected by the presence of one or more of the footings close to each other; however the interference phenomenon is not considered in the design of shallow footing." Accordingly, there may some influence of closeby rafts in the stated case. However, IMO this affect would not be prominent or negative, keeping in view that the rafts are about 3 m away, especially if the buildings are of low height. Regards. [Reference: Interference of the footings]

Here is the update on above problem, for the benefit of others that might be interested in knowing how to go about this type of error. The solution of above 'Data Saving Error 0' was obtained luckily soon, using following procedure. By intuition, I imported the problematic model in ETABS 2016 to see what happens. Surprisingly, the import indicated just one warning message about ignoring of a certain data line in the input file being imported. The analysis however followed & completed successfully by Etabs 2016. From here, I got an idea about what might be the real problem area that ETABS v9 was unable to handle. So, I opened the problematic ETABS v9 text input file (.$ET) in notepad, searched for the data line ignored by ETABS 2016 while analysing, and deleted the whole block. Resaved the file with new name & imported it now into ETABS v9. This trick really worked, and model was analyzed properly this time by ETABS v9. By the way, the data line which was causing problem, was related to Structural Steel specifications, and actually no structural steel elements were present in the said software model. Regards

AA. Following documents provide basic technical knowledge regarding design of tunnels. These include design examples as well:- 1. Guidelines for the Design of Tunnels a. Design Example-1 b. Design Example-2 2. Technical Manual for Design and Construction of Road Tunnels 3. Tunnel lining design guide - RG For more resources, you may use following link:- Tunnel Design weblinks HTH Regards.

1. To check soil pressure in SAFE v8, - After running the analysis, go to Diplay menu, - Select 'Show Reaction Forces...', - Select 'Soil Pressures', - Select the Load case or combination, - Click on OK. 2. Minimum & maximum pressures are the Actual range of calculated pressures anywhere on the given foundation. 3. The limit of pressure is the Allowable Soil Bearing Pressure provided by a geotechnical engineer, after carrying out necessary field & laboratory tests on the at the project site or the soil samples taken from the site. Regards.