I suppose "insightful" is relative. rb1957 stated "individual projects would require their own standards." This literally means nothing. I really do not want to get into a discussion about the definition of a Code and a Standard...BUT THEY ARE DIFFERENT! I to have done work in Latin America...
Spartan5, that is what I intend to do. What I am trying to do is do my homework before I contact any local building official. The problem is contacting a local building official in Mexico is not as straight forward as it is in the United States.
Not being rude, just honest. I feel like people just post things for the sake of posting things...and it is annoying. For example, rb1957 posted something that did not make any sense and the title of the post is Mexican Building Code, not Texas Building Code or Canada Building Code. If Mexico...
rb1957, I do not understand your response. Each state has their own Building Code requirement, weather it's IBC 2012 or some variation of it like Ohio State Building, Virginia Uniform Building Code, etc. Even Europe has building codes, weather it's Eurocode, British code, German Building Code...
I am working on creating a specification for a new Power Plant in Mexico (not in Mexico city but in one of the western states) and I cannot figure out what is the Building Code in Mexico. From my internet searches, it appears there is a "Building Code for Mexico City" and a "Residential Mexican...
I would not recommend SMACCNA. Large flue gas ductwork is not in the scope of that document. ASCE has a publication "The Structural Design of Air and Gas Ducts For Power Stations and Industrial Boiler Applications," this is what you should be using. I have done a lot of large flue gas...
The intent of following the provisions of Mass Concrete is to monitor the temperature differential from the core with respect to the surface. Typically for large foundations that you have described, the minimum area of steel is what controls...which will limit cracking due to temperature...
I am trying to check the Allowable Shear (Fv) due to the perpendicular wind loading on a 4’-0” tall masonry parapet using the ACI 530-11/IBC 2012. When I performed this calculation using ACI 530-08/IBC 2009; when shear reinforcement is not provided to resist the calculated shear (fv) per...
When designing a special reinforced concrete shear wall, when would you use R=5 in ASCE7-10 Table 12.2-1 and when would you use R=6? Special reinforced concrete shear walls are listed twice in Table 12.2-1; once in Section A “Bearing Wall Systems,” and again in Section B “Building Frame...
I have a few questions about how to interpret ACI 318-11
1) I don't understand the difference between Class A and Class B Lap splices. Do you always assume Class B unless you satisfy 12.15.2.a &12.15.2.b?
2) When determining the lap splice length, is it acceptable to use the table in...
I am trying to expand an existing platform on a 14'-0" diameter metal chimney. Currently, the chimney has an octagonal platform which is support with knee braces. At the platform elevation the platform beams frame into a rolled C8x11.5 with the C8 flanges pointed outwards and at the...
General question about the load combinations used in Chapter 12 of ASCE 7-05. What is the difference between the load combinations in section 12.4.2.3 where Qe is multiplied by rho (redundancy factor) and section 12.4.3.1 where Qe is multiplied by omega (overstrength factor)? When should I use...
I did see that provision about the channel cap, which is why I posted the thread. I tend to be very literal in my interpretation of the code. I don't think even a heavy MC will get me to where I need to be plus heavy channels are hard to find at a warehouse.
This is for an open structure at a large industrial facility. No roof to brace back to because this is the highest elevation. In this sector of Structural Engineering, steel is cheap compared to everything else so spending $20k for two beams that will be used for a couple of hours is not an issue.
The application…Contractor wants to demo steel, blah blah blah, now there is no steel for temporarily support new massive equipment, blah blah blah, existing steel has an unbraced length of 38’-0” and was designed for an unbraced length of 14’-0”.
The application of this beam that I want to...
KootK, what you mentioned is exactly what I was trying to get at. What I would really like to figure out is what the Lp for the combined section would be. If I weld the W16x26 to the top flange of the W24x104 with a weld, for talking purposes 3@12 on both sides of the top flange can I assume...
I want to design a built up beam...say a W24x104 with a W16x26 turned horizontally and welded to the top flange (compression flange). Since the W24x104 has both compact flange and web, should I use the equations in Section F4 of the Steel Manual and use the new section properties of the...
The reason I would like an example using the 2008 SDPWS is because ICC took all the timber lateral load tables out in IBC 2009. They are presented a little different but I can adjust.
