Hello All,
I was reviewing AISC 360 and Table K5.1 for a "T" type connection with matched width chord and branch members & Theta = 90 Deg. Both of these qualifications meet the applicability of the following note beneath the weld properties in the same Table: When Beta > 0.85 or Theta > 50...
AISC DG #: 29 Chapter (1) outlines the applicability of the Lower Bound Theorem that can be used here. Pending satisfaction of all of the limits states an admissible internal force field - distribution of internal forces in equilibrium with the applied loads - the external load is in equilibrium...
Hello All, Thank you so much TLHS & IDS. This was not for a specific problem unlike DIK suggested. Instead this was an exercise for me to better understand the equations presented in the text and to also be more comfortable using tables also in the text's appendices based upon these iterations...
Hello 271828 and thank you so far. I am with you there to Step #: 4. The simplification and cancelling out of variables is what I was missing. Perhaps I should have been clearer, but that's what I intend on looking for, a proof if you will.
Hello, I am having a little trouble deriving the percentage of steel reinforcement for a beam using rho and Rn (Flexural Resistance Factor). The results are given in Design of Reinforced Concrete by McCormac & Brown - Equation (3-3), attached for reference. I however have not been able to make...
ASTM A475 Standard Specification for Zinc-Coated Steel Wire Strand specifies the Nominal Diameter of Coated Wires in Strand and the Number of Wires in Strand for typical strand diameters in Table 1 - Physical Properties of Zinc-Coated Steel Wire Strand. You can back in to the total area using...
Hello driftLimiter. I read the paragraph the same as you. However, the question remains then when will side wall pressure ever be considered for MWFRS Design / Analysis? There are no subscripts for it in Fig. 27.3-8 while Fig. 27.3-1 shows it but doesn't tell us when to consider it.
Good Morning All. ASCE 7-16 states one shall follow the design wind load cases given in Fig. 27.3-8 when designing the MWFRS of a building. Exclusive of the torsional load cases, Case (1) shows the full wind pressure perpendicular to each axis of the building and Case (3) shows quartering winds...
Good Afternoon All. Typically the legs will be spliced or flange bolted together appearing as a fixed connection. However, it's conservative to model them as a pinned joint with an unbraced length between the panel points. The bracing members shall be treated as pinned or fixed depending on...
All,
AISC's Section E6 allows you to use E3, E4, & E7 as modified by the (Lc/r)m value. You are correct.
The intermediate spacing can be whatever a designer chooses as long as the dimensional requirements are met in Section 2. Per code, individual components of compression members composed of...
Hey Tonyiggy we typically give our engineers a buddy that they shadow for the foreseeable future. At first the senior buddy shares their job knowledge through training guides, etc. that are typically Powerpoints, Design Examples, Lessons Learned, etc. Then we unfortunately have them read the...
ASCE 7-16's commentary does a fine job giving snow load examples in the commentary. However, for example #: 2 the building with a 80' span and 15' rise circular arc has given me pause. Truthfully, the snow loads make sense but how does ASCE 7-16 justify the distance from 30 deg. slope (30'), and...
Johnrmd can you elaborate what you mean by reshore floors? Are you suggesting how far to chase the load? What's your ultimate goal? Typically I have chased loads far enough into the building until I have met IEBC 402 exemptions for gravity & lateral loads (5% & 10% respectively) in order to...
Good Morning Team. Thank you for the responses. JoshPlumSE accurately summed up my main question. HTURKAK also provided some good insight regarding when the calculation of Ev can be overruled. C15.1.4 pointed me to 11.9 and ultimately Eqn (12.4-4b). This new insight prompts me back to my...
G[b]ood Evening All. ASCE clearly outlines that a structure shall include both the effects of horizontal and vertical Seismic Load Effects. Depending on the Seismic Design Category and other variables such as frame construction, structural irregularities, height limits, etc. several different...
Thank you 271828. I have no reasoning to question the AISC Design Examples. I can move forward accordingly. Out of curiosity though do you know why AISC chooses to use the bolt dia. + 1/16" instead of the 1/8" for member block shear? Tear out is a bolt to bolt block shear rupture so it just...
Hello All. When computing member block shear I've often seen the Net Shear Area & Net Tensile Area take into account the diameter of the bolt + 1/8" to find the area of the bolt hole that shall be taken away from the area calculations. The 1/8" in addition to the bolt dia. is a derivation of...
Hello KootK. Thank you for your response. I’m afraid I’m not following your explantation. Is there perhaps a specific code check you can reference or a design example available I can cross reference? I have to imagine there is a procedure for these types of analyses but I’ve yet to find it...
Hello All,
I have recently run across several older water tank structures where we have been asked to review their structural capacity. Unfortunately, original design drawings are hard to come by and structural information is taken from field measurements. Quite often the legs are composed of...
Thank you for your responses thus far. In a May 2008 Structure Magazine Article "Designing Tall Masonry Walls" there is an explanation for an axial load capacity limitation when the h/t exceeds 30. This is clearly shown in the TMS Code. The article goes on further though to state that the...
