I have a project where every structural bay will be a lateral frame going in both orthogonal directions due to member size constraints. It's an array of columns and beams in a typical frame pattern, 1 story. I am trying to justify not having a diaphragm element e.g. metal deck as well as no rod...
I have a project where a room needs to be electrically isolated / grounded from the surrounding building. Physical separation is a must, but not enough per the client. I've done research and came across equipotential concrete floor slab as an option. It utilizes layers of insulation and steel...
Does ASCE table 12.12-1 allowable story drift apply to the gravity columns as well as lateral frame columns in a building? A always took that table to only apply to lateral frame columns and gravity columns could drift more based on actual diaphragm deflection (e.g. flexible diaphragm).
Edited...
I was having a discussion with a coworker about the load requirement for seismic ties and we came to a disagreement. Wanted to see if anyone here could shine some light on their interpretation.
IBC section 1809.13 states effectively:
Where a structure is assigned to Seismic Design Category D...
I have 1-story structure where I am adding a sub-level below the roof. In order to support the increased load at this level, I am cutting existing columns mid span and adding beefier columns below to support the sub-level and new foundations. The existing columns will rest on transfer base...
Has anyone else here recently applied for a NJ PE license by comity or 1st time application during these last few months. I submitted an application few months back, took awhile to show up in their system which is understandable given COVID. But now I received a random email from reviewer (email...
Seeing if anyone has run across details for the condition of a non load bearing cmu wall being supported by a hollow core slab. Essentially a wall located between span ends of slab. I've only ever used stud (cfs or wood) for miscellaneous walls bearing on hollow core slab. My thinking is I could...
I've been looking through TRUSTEEL manual by Alpine to get some guidance on typical max spans by cold formed trusses. In their material, they have trusses that can comfortably span over 80 feet with no mention of internal bearing locations. I've always had the mindset, due to past mentors, to...
Working on a retrofit project for an older structure and ran across steel designations I haven't seen before. Did some searching online with no real consensus so figured I'd turn to ET. Has anyone seen these designations below (highlighted) for steel beams and now what type of member it is...
See below sketch. I have a situation where directly behind the retaining wall I have one slope then it starts to gradually increase beyond the vertical plane of the heel. My question is what slope should I consider? And if I would like to consider the shallower slope how far beyond the vertical...
Reaching out to see if anyone here has experience in designing concrete riser structures utilized in dams. I am currently in the process of the conceptual design for a replacement concrete riser structure located at a small concrete dam. The lake will be drained prior to construction of the...
For a one story conventional steel structure with non-load bearing 8" cmu wall at the exterior, would you consider the exterior cmu walls capable of taking the shear load from wind. I trace the loads from the roof metal deck diaphragm through roof edge beams. At the roof edge beams, I have a...
See pic, I have a tube passing by a round hss and trying to figure a good connection from the square tube to the round column. Typically, I just use angle tabs to attach to the column which are typically square tubes themselves. Looked on the web, but nothing really popped up that showed a beam...
I have a situation where due to existing structure I need to install bell piers a few feet away from a new load bearing CMU wall. I plan to design a cantilevered structural slab to pick up the load bearing wall and continue the structural slab back past the grade beam until the slab on...
I'm in my first year where I need to report PDH's to my state board. I am also LEED AP credentialed. My question is can I use PDH hours to also satisfy some of the CE hour requirements from GBCI/USGBC. Has anyone done this? My employer pays for my hours, but if I can double dip hours to save...
I currently have a situation where column loads of up to 50 kips will be applied to a slab-on-grade (6in thick reinforced). Using the Shentu Method for minimum base plate area and slab capacity, I can get a reasonably sized base plate to distribute the load effectively and avoid punching shear...
I have a situation where a temporary column is required and due to contractor constraints a steel corbel or seat connection is required (see attached/below) to support column adjacent to concrete wall. My question is besides checking the anchorage to the concrete wall, weld connection of...
I am working through a detail where an elevated concrete slab is supported on bar joists. For the deck edge angle, would the welded connection be made between the joists or the deck? Is there a concern with either one if proper fastening rates can be obtained? See...
I have an existing spread footing I am adding on to and placing a pier above. Field observations have shown that, contrary to the original design drawings, the edge of the existing footing is inline with the epoxy anchor placement.
My question is, is it okay to proceed with epoxy install at...
Has anyone come across modeling shear transfer elements in RISA and have an effective way to model such conditions? Essentially, I have modeled a flexible diaphragm roof and need to model "shear elements" (W5 or small HSS members) to transfer shear from roof diaphragm into beam support and...
