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Good Day, I'd appreciate any guidance in how to design reinforcement for a foundation modeled using solid elements in RISA-3D. Specifically, how do I take the outputted stresses and convert them to moments and shears to compare those values to the ACI 318-19 capacities? Many thanks in...

Good Day! The attachment is a typical Vulcraft detail, however, the "RIDGE PLATE" is intended only to provide something for the rigid insulation and roof system to rest on/attach to, and not to provide diaphragm continuity. In my case, the ridge beam wide-flanged member is not a collector, so...

Good Day! Any idea why AISC's Design Guide-9 calculates warping stresses within it's design examples that are defined as "torsionally-pinned"? That design guide says that warping stresses can't develop when the section is not restrained from warping, as would be the case when it's...

Good Evening, I'm studying for the Structural portion of the California PE Exam, and one of the problems asks me to determine the question posed in the title of this post. In their solution, they take the diaphragm force and evenly distribute it to each of the walls that are parallel to the...

Hello All, I've got an outdoor concrete project near Los Angeles, CA and am trying to determine if air-entrained concrete is required based on ACI 318-14. I'd appreciate help with understanding how other Engineers typically determine if a particular climate qualifies for needing freeze...

Good Day, I've got an existing base plate for a fixed-based steel moment frame structure that is supporting some new and higher seismic loads under the jurisdiction of the 2019 California Building Code. As a result, the existing cast-in anchors aren't sufficient to carry the uplift forces...

Good Afternoon, I'm working on a project in a high-seismic zone with cantilevered columns, and per ASCE 7-16, am required to keep the axial unity for seismic load combinations to 15% or below. I'd appreciate any guidance on how what process I might follow to verify this. Generally, it seems...

Good Day! Regarding steel joist bend loads, when we go to hang MEP components from our joists, it's common practice to support these items by spanning angles or channels between either the joist top or bottom chord. As a result, our steel typically only attaches to one of the two chord angles...

I'm working on a project where we need to add a new concentrated load to an existing 6" overall slab on 3" metal deck. I contacted the Steel Deck Institute (SDI) with a sketch and dimensions of the underside of the deck, and was told definitively that since there are no visible embossments, the...

Hello All, Regarding reinforced concrete slabs that are supported on non-composite metal deck, is it possible to use the combined gravity load capacities of both the slab and deck to determine what total gravity load the non-composite system can support? Or should the deck only be looked at to...

Good Day, I'm working on a project where our client wants to hang a new 1/4 ton monorail/hoist from an existing 6" thick slab on 3" metal deck designed in 1975. The existing drawings don't specify the metal deck profile or thickness, they just call for 3" metal deck. I'd appreciate help...

Good Day, Our client who is a structural engineer, made a comment that the bottom of our shallow foundations shall be based on the underside of our slab-on-grade, rather than from the top of slab or grade elevation. Is it standard practice to exclude the cover/frost protection provided by the...

Good Day! I'd appreciate some help with the following topic. I've got an existing 6" slab that needs to support some new large concentrated moments and vertical loads. Unfortunately, the slab is not thick enough to provide adequate post-installed anchor embedment to resist the loads. As a...

I've got a project where we're looking to add some new rooftop equipment and need to evaluate whether or not the existing steel joists can handle the load. The load diagram on the original drawings specify loads that are lower than what is specified in the joist load table for the period in...

ACI 318-14, Section R17.2.1 states: "When the strength of an anchor group is governed by breakage of the concrete, the behavior is brittle and there is limited redistribution of the forces between the highly stressed and less stressed anchors. In this case, the theory of elasticity is required...

I'd appreciate any insight in how one typically communicates collateral load limits for the electrical/mechanical contractors to follow to ensure that the supporting members aren't overloaded. My experience has been that it's common for the contractor to determine routing out in the field...

Good Morning, Can somebody tell me what the governing design standard is for determining the tensile load capacity of stainless steel threaded rods? The application is for supporting duct work. The last (2) entries with Table J3.2 of the AISC 360-10 reference Section A3.4 for determining if...

Good Day, A few questions regarding Chapter-13 of ASCE 7-10, which is titled, "SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS" 1) Are the seismic forces derived therein intended to be just for the nonstructural component and it's attachment or is it also intended to be the seismic...

Hello All, I'm designing a hanging rectangular frame to support some elevated IMP walls off of an existing manufacturing building. The frame will be composed of channel beams supported vertically by wire-ropes; the wire rope supplier indicated that the ropes should utilize a safety factor of...

Good Morning, I frequently see mechanical details showing pipe support racks hanging off of steel joists, which concerns me as lateral loads such as seismic will induce torsion, weak/strong axis moment/shear in the joist were not considered in design. While the loads can be light, I've not...