Search results for query: *

Hi Group, The client wants to use a metal deck with checkered plate in a penthouse floor. Note that the metal deck is the primiary structural element supporting the selfweight of the floor and and other live loads - the checkered plate on top will be only 1/4" thick plate with epoxy finish to...

Thank you for the feedback. In terms of the pile cap design, Timothy Mays - Design Guide for Pile Caps analyzes the pile based on the sectional method instead of strut & tie. In the Canadian code, the concrete design handbook indicates a sectional method resulting in tension reinforcement that...

Thank you! This is good information. I did find the design guide you mentioned. It is useful and also comes with an Excel file for quick calculation of the pile cap. For a 200 kN load, I am getting a pile depth of 762mm. It seems quite deep for a cap but I guess it is what it is.

Hi Group, I am seeking some guidance on designing a concrete pile cap for a foundation supported by helical piles. I am adding a new column inside an existing building to allow roof framing modification for new roof openings. The column is interior and will not be resisting any lateral load...

Following this post for some further guidance. @mountaineers19 did you find any useful references to complete the design? I am having to design a similar connection. An added challenge to my situation is that the hanging load comes with a stainless steel plate. I am thinking of using...

BAretired, It was a typo. In my mind I was typing 8" and then changed the number to 200"mm".

DaveAtkins/Roukkia, Lapping the new dowels will require about a 500mm hole into the existing footing close to the existing rebar location on all 4 sides. I think there will be issues with bars at the corners hitting each other and also, concrete splitting. I am thinking of providing dowels...

Hi Group, I have a 2.7m x 2.7m wide-spread footing with a 0.6x0.6 pier. The client is adding a rooftop unit that results in bearing pressure greater than the allowable based on the record drawing. In the past, I have underpinned the existing footing by pouring a larger pad below the existing...

Hi All, I have an existing concrete floor beam that is designed for a certain floor live load. However, the client is installing a piece of equipment that will result in an area load larger than the design floor load. There is no information available on the reinforcing of the beam. I am...

Hi Group, Contractor working on one of our project has cut through the foundation wall at the corner. The corner is detailed as a column as it supports loading from two levels above. Any suggestions how to reinstate the capacity? I was thinking of thickening the corner on the inside or...

Thank you, Everyone! Some super useful feedback.

Hi Group, Please refer to the image below. The photo is from an exterior stair framing from a low to a high roof. All framing members were originally galvanized. We have observed rust stains primarily at the joint locations and for the life of me, I am not able to figure out why galvanized...

Thanks, Everyone! I have calculated the capacity of the cracked section using open section properties however, I am not sure how to account for bulging and if bulging will reduce the capacity of the post significantly. Can creating a FEM with plate elements help? I can apply all axial loads...

Hi Group, Point 1: I have a 10" x 10" x 5/8" HSS stub post for an equipment platform that has a crack running in the vertical direction along one of the corners. The post also has some bulging on the sides. The post is adequately designed for the loads. However, I am unclear what may have...

@Manstrom; Thanks for the feedback. In my mind, the edge of the slab will crack due to the bending moment and it will extend inward engaging other bars (i.e., distributing the load) until the sufficient section is engaged with resistance greater than the demand. I am unclear on your comment...

Hi Group, I have an existing slab-on-beam system that requires new MEP openings through the floor slab. We are looking at 6 - 5" dia openings in one row. The slab layout and opening location are shown in the image attached. I have created a FE model and have the localized bending moment and...

@Brad805 The unfortunate part is that within the area where the deck is to be removed, there is already a patch where they had replaced wood decking with metal back in the 1980s. This portion of the metal deck is on top of a wide flange beam that has the top of the flange higher than the...

The wood deck is essentially a portion of the roof that is now being revised to be a mechanical penthouse. Since there are fire safety-related concerns, the existing wood deck is being replaced with a metal deck and a checkered plate on top as a floor surface. There is no guarantee that the...

@2bigster93 The existing floor level in the surrounding is only 1.5" above the top of the joists. The HSS is orientated to bring the new deck to the same level.

I have thought about this and now thinking that I should take the nailer out and replace it with HSS attached to the top of the joists as shown in the sketch below. members. This will be additional material but this will simplify deck connections as it will be between metal to metal. As long...