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 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 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...
Does anyone have any recommendations for studying perforated timber shear walls using the 2005 NDS with the 2008 SDPWS? The example in the latest practice exam publish by NCEES uses the 2005 SDPWS and does not do a good job explaining anything.
I am studying for the SE exam and have zero timber design experience. When the exam question asks to verify a 24F-V4, how do I know what is the beams cross section? Is it nominal 2 x 4?
