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Good thing I have a perpetual license. I don't have a plan to migrate to MP7 yet since it's still lacking several features. Besides, I'm already used to using MC15 and making a subscript in MP7 requires too much effort. LOL. Just thinking if I should purchase/extend my maintenance for future...

Okay. That explains why there are some features in MC15 that I can't find in Prime. Thanks IRstuff.

This may be an option as well which I haven’t done before. Thanks stevenal. Maybe I’m just looking for a Mathcad 15 feature which I think should be the same with Mathcad Prime since Prime should be an “upgrade” of 15. I’m using Prime 7 btw.

Thanks fel3 and IRstuff. That's a good work-around for duplicate variables. Instead of defining a variable using :=, I will just type = to make sure that that variable hasn't been used previously. Thanks IRstuff. However, this work-around is good if you’re the one who made the template which...

Hi I need help regarding Mathcad Prime variable definitions. I've been using Mathcad 15 for a long time creating templates and stuff and I just recently thought of trying Mathcad Prime just for experience. In using Mathcad 15, when you define a variable which has been previously defined...

You may look into Design of Welded Structures by Blodgett for base plate design including stiffeners.

Hi trungce, I am not familiar with the interface of CsiCol but I assume that it will have same principle used by spColumn. The interaction diagram for biaxial bending is in 3d wherein 2 orthogonal planes are composed of interaction diagram for X- and Y-axis of the column cross-section. If...

For indeterminate structures, I'd go for matrix analysis since its general solution is more convenient for me.

Hi trungce, Have you tried checking the other angles of the interaction diagram? Based on the results you've sent, you may try looking to the interaction diagram at 36 deg. The capacity curves/surface of reinforced concrete columns subjected to biaxial bending is formed by a series of...

Thanks for your suggestion wannabeSE. I will inquire for alumni library access at my university. Whenever I'm in the mood to research/study for some topics, I'm hindered by the unavailability of such journals over the internet. At first, I was patient looking for these journals but I realized...

Thanks for the response. That was sad. I should've maximized my university access of ASCE journals when I was a grad student.

Hi, Are the journals in ASCE library free for download for members? I am thinking of applying for membership in ASCE just to have access to their vast references/journals. AISC provides free access to their journals for members. Hoping that ASCE would be the same. Thanks

Thanks for your insights rapt! Since I'm used to ACI code provisions (ACI 318 and 350), I've never thought that there are much complex provisions regarding crack width. Never too late to learn!

The result on crack width calculation (BS EN 1992-1-1 Sec. 7.3.4) will be compared to wmax given in Table 7.1N (in my case 0.3mm). Is this not enough? Where can I find the provisions stating maximum crack width instead of the average crack width?

Thanks rapt! I think it is more preferable to use the "exact" solution to compute crack width instead of developing envelope solutions to produce such tables. :)

Hi, Does any of you have an idea how the values from Table 7.3N: Maximum bar spacing for crack control found in Eurocode 2 were derived? As shown on the table, the assumption for concrete cover is 25mm but I would like to create a new table for 50mm. The parameters used and the assumptions...

If you want to intensively compute the effective moment of inertia and centroid of a section with combined axial and moment. You may refer to Concrete Bridge Practice by Raina (Chapter 25). I have used this reference to determine more approximately the stress acting on the extreme tension...

Thanks for your responses. I'm currently designing an air compressor which weighs about 46 tonnes and it's foundation (pile cap + pier) is around 360 tonnes. I'm concerned regarding the seismic effects on piles if the inertial force of the foundation MUST be considered since the foundation is...

Does this seem to apply to all of the piled foundations? Do we have to include the inertial force of pile caps as additional shear to the piles?

Good day! I am currently designing an equipment foundation on piles. I'm wondering if do I have to include the inertial force of the large mass concrete in addition to the earthquake force due to the equipment and consider these effects on the piles OR I just have to consider the earthquake...