Search results for query: *

2-story bldg, where 1st and 2nd floor occupancy requires concrete and steel roof is preferred by the client. Building will have interior elevator/stair and exterior RC shear walls. What are the some of the pitfalls to look out for or suggestions to permit a steel roof with concrete columns...

@SlideRuleEra - thanks for the info

Thanks KootK - Looking for bending capacity. With the large wheel contact area, the punching shear is OK. Wire mesh was picked up by the GPR at 6" o.c. near the bottom of the slab.

Hello everyone, I've got an existing 6.5" interior slab on grade that I would like to add a 4" topping get additional capacity for heavy wheel loading. What are some of the general considerations to get increased capacity in terms of mix, reinforcement, surface preparation, dowels, etc...

Thank you for the input. Yes, the other walls are full-ht also, effectively cordoning off the offices. Good thing, because I had some trouble with the long runs.

Hello, I've got a network of intersecting 9' offices of varying sizes that I am trying to brace above the ceiling for the interior 5psf loading. See attached. Hatched walls are full-ht to the deck at ~30'. Here is what I'm working with in lieu of diagonal bracing. Detail 1: Horizontal "top...

Drawing up KootK / jikes detail - In having a continuous bond at the top, can I span the wall further than 48" o.c. between braces? And would including a bond beam at mid-height of the wall enable it to span further between braces. Thanks again all!

Thanks all / a ton of great advice.

Hello again - here is a sketch (should be attached). It is tricky in how to use any slip connections, but at the same time being able to resist horizontal loading on the wall. Thanks again everyone...

Hello, I have a partial height (15') masonry wall that I am kicking/bracing perpendicular to a Z-Purlin(s) in a low-seismic region. In order to keep the roof deflection / or any expansions from producing a force at the top of the wall, does anyone have any ideas for a medium-duty connection...

Hello, I wanted to see if anyone had input for reinforcing a 1.5B deck spanning 10' (from above ONLY). The supports are W10s @10' c/c spanning 20'. It would have been great to place an intermediate W10 to cut the deck span down to 5' for the deck, but all the work has to be completed from...

Hello all, I have a typical gas-station type canopy with a 15 degree gable roof. Matches up well with Figure 27.4-5 except there is a soffit/ceiling (not accounted for in the diagram). I am trying to determine the additional loading that this ceiling should receive. While it's still an Open...

Hello, I'm working on a sign structure near the ocean and wanted to see what type and specification of anchor rods would be recommended in the 2" diameter range. Will the #18J A615-75 galvanized work in this environment or is there a stainless steel option at that diameter that would be...

May have to try a two-tier frame next... I attached a STAAD diagram of a 3300# frame with X-bracing and it's deflecting 1.2" vs 0.8" original. Someone told me this is called a "Mill Bent" I also added the other schematic of a Full Height Portal frame from a book Metal Building Systems. The...

KootK - thanks again. As you suggested, the K-brace reactions are way too extreme to deal with. So I should go with (4) massive frames. What sort of shapes would you think are in order for this? If you'll notice in the PDF, the Table 3.2 seems screwed up. But I'm thinking that the drawing is...

Thanks for the great input. For a 25' bay, a moment frame / wind bent just above the door @ 16' with X-bracing above is where I'm at now. The squatter the better. Problem is I've got 15 kips at a 23' eave, so the deflection is very high even with large sections. Can there be a consideration for...

Thanks! Just to clarify, this would be in conjunction with the moment frames, but the analysis would be too complicated. I'll bench that idea forever!

Moment frames are the logical answer with cost & deflection being the two key variables. Would there ever be a consideration for connecting to the adjacent PEMB at the expansion joint? I'd ruled this out completely, but wanted to get your take if that were ever feasible. The two structures are...

Hello, thank you for any feedback in advance. Existing PEMB Description 360' wide (6-span frames) x 300' long (12) bays Eave at 23', Ridge @ 33' 1" dia. X-bracing with hillside anchors. Bracing located at (4) of the (12) bays on each end wall. Probable that (1) or more were removed. 8"...

boo1, thank you for your suggestion. The HUC68 with the Lap-Joint Fillet Weld option will also work perfectly.