We have an 8 inch slab with rolling equipment and enhanced aggregate interlock utilizing reinforcing crossing the control joints.
i received a mix design that utilizes #78 pea gravel. my gut tells me to reject this for the aggregate interlock issue the pea gravel will likely create, given that...
Structural engineer here. Using IBC 2015 in the southeast USA, seismic design category, can someone please clarify the "the height does not exceed 12 times the least horizontal dimension" exception in 1810.10.2.2?
Specifically, i am looking to find the smallest diameter auger cast pile that can...
I am reinforcing a column in a corrosive environment using AISC. The column is a PEMB built-up column with 3/8" flanges that i am welding an HSS member to along its length. I would like to limit distortion of the flanges using an intermittent flare bevel weld and then follow up with a seal weld...
this is a dumb question, for sure, but does anyone know how i might describe the basic structural system on my design criteria section for a project that just consists of an equipment pad in a high seismic zone? Should i list it as "N/A, Ground Supported Slab"?
I have a stud wall that bypasses the roof line to form a parapet. Ive been using an effective wind area for the wall based on the overall length 21.1' to get 21.1'2/3 and use this value to get both my wind loads for the wall portion and the parapet portion.
Im second guessing myself and...
I've been tasked with creating design drawings from a vibration mitigation study performed by a specialty engineer on a composite framed steel floor with slab on metal deck for sensitive equipment. The specialty engineer used finite element modelling to determine the repairs which consist of...
i have a post to place under a beam to mitigate vibration issues supporting sensitive equipment.
I understand from AISC DG11 that this column will need to be jacked into place
Does anyone have experience with doing this, either in modelling or construction? I'm trying to decide how much...
we rarely get this condition, but i frequently see on other's drawings the slab on metal deck placed over load bearing walls with no positive connection to the wall prior to placing the slab.
the attachment is sometimes made with a dowel from the masonry wall to the slab, otherwise, the deck is...
Does anyone have a rule of thumb for clearance required between a wall and beam flange tip for a worker to reach down and put a spud wrench on the back of a bolt?
I'm thinking 6 inches minimum.
Hi all, i have an 85 ft tall asrs setting on a 24 inch thick slab which will be supported by a matrix of auger cast piles. Pile spacing is yet to be determined. the slab will be set on grade and not on void forms, but fully supported by piles.
Does anyone have any experience in dealing with...
IBC 2015: Cornice - A projecting horizontal molded element located at or near the top of an architectural feature
Anyone have an opinion on live load for a roof level eyebrow/overhang framed with cantilevered steel and cold formed infill framing that projects say 5ft? It's certainly not...
Eastern US: we're seeing tilt panels from many different engineers being restrained with a 15' long pour back strip that is reinforced and tied into an 15' long unreinforced slab on grade panel with a deformed dowel, say 48 inches long, to seemingly utilize the friction force from that slab...
Using IBC 2015, ACI 318-14, it appears to me that there are no wall pier requirements for intermediate precast shear walls in SDC C (but there are requirements in D, E and F).
We have seen drawings from other firms that use intermediate walls for SDC B and C buildings and show wall pier closed...
I'm curious if anyone uses this framing system in the US where beams are spaced at 10ft oc with 3N metal roof deck and how it affects utility supports.
I have two applications for this system and im concerned that it will become a problem once MEP starts going in and they are used to having...
For a boomerang shaped building, does anyone see an alternative to braced frames and double column lines at a and b in the sketch below?
Building is located in the southeast, low seismic. Single story, tilt panels, bar joist and metal deck roof.
i feel like sliding expansion joints would bind...
We have a 16 in thick x 40ft x 30ft equipment foundation in the interior of a plant. We are currently using #7@12" based on analysis.
For a mat this long, is it typical to provide 0.5% reinforcing in the top mat? We currently have enough to provide >0.5% reinforcing if we included the bottom...
we've been asked if walking a 640k crane over a tilt panel is acceptable due to site constraints. i have no intention of answering this question in the affirmative as its means and methods but i wondered if anyone has come across this before. i understand the mechanics of the situation but it...
we've carried a 60ft maximum spacing for construction joints for concrete retaining walls for decades but we don't know where this originated. We've noted that many other firms carry this same requirement and we often get pushback from contractors.
from our research, we cant find anything...
Im trying to determine if enhanced aggregate interlock is enough for force transfer of a hard wheeled forklift of, say, 12,000 lbs.
I see the reference to it in ACI 360R-10 but it seems like its just referred to qualitatively.
It's not clear to me if this method will provide load transfer...
