Hello,
I am currently helping a client develop his own masonry block. I have been tasked with developing tables that show the section properties for the block spanning both vertically and horizontally. So for a proof of concept I decided to try to match the wall section properties in NCMA TEK...
I have a project I am working on with a lower roof that has higher roof on three sides. So I have run three drift calculations. The drifts all overlap each other. Typically I have looked at all of these drifts as one load case occurring at the same time. Is this correct? Or do I actually...
I have a project where a client wants to change the use of a space. I have existing floor framing plans that specify the floor joists. The are mostly H joists and I can find load tables for them in the 75 Year Steel Joist Manual. However, two bays are listed as 24VH8 and 20VH7 joists. I...
I have a project that is an open canopy but has drop shades around the perimeter so it can be an open or an enclosed building. There are existing concrete walls that must remain in place that are in between my transverse frame columns so I don't have a true moment frame in the transverse...
I have a client who wants to replace the roofing material on a very large tour boat. The structure is a 30'-0" x 30'-0" pole building with corrugated steel roof decking. The decking has aged and needs to be replaced but they need engineering to show that the new roof decking and the attachment...
I have an instance where the roof changes at the back rear wall of the home. The roof slope on the home is a 5:12 and then flattens out to a 3:12 pitch to maintain head height at the back of the covered deck. The deck roof is not "lower" than the main roof, but I have always designed a roof...
There are many threads on this issue and I have read through as many as I can find but still feel like I am missing something. ACI 318 does not control slab on grade design. ACI 360R-10 Chapter 12 states that structural slabs on ground supporting building code loads need to meet the strength...
I am designing an awning that is going on top of a 2nd story roof. I used section 29.5.1 to determine my roof top structure horizontal MWFRS and uplift loads. Section 29.6 Parapets refers you to section 27.4.5 for the effect of parapets on the MWFRS of structures. I don't have an actual...
I have a project where a new aluminum beam is framing into an existing steel beam (perpendicular). The aluminum beam is fastened to the steel beam with an angle clip on each side of the beam. There is an existing 1/2" thick wood siding exterior that was going to be removed at the beam...
I design a lot of awnings attached to existing buildings. As anyone knows that has designed any of these in snow country, the drift loads can be huge. I feel like they can be overkill at times, but those are the rules so I design for them and call it good. I include the wind downward...
I am working on a remodel project where the home owner wants to remove a column. The existing beam is (4) 16" LVL (although I don't see any bolts) that supports a roof ridge beam and a floor beam supporting a loft. If I remove the column the beam fails by 20% in deflection. However, if I add...
I have always been taught (and required for plan review) to use skip loading on roof members, especially cantilevers. But I have always wondered if it was really required as I can't find anywhere in the code(s) that specifically state that pattern loading is required on roofs. All I can find...
I am working on a wood framed 2 story commercial building in a high seismic area. I need an interior shear wall line but only have one 10'-0" long shear wall. However, there is some additional wall I can use for shear but it is at a 45 degree angle. I can use just the component length in that...
I have a masonry building where the jambs on each side of some roll up doors are 32" wide and each cell is reinforced with (2) #5 bars to increase my "d" for both positive and negative wind pressures. I typically design this as a wall segment and do not require ties around the jamb reinforcing...
I apologize for the length of this post but i tried to give as much background info as possible. I have designed a condominium project where the architect specified a sound mat with 1-1/2" gypcrete topping. This is the first time I have designed a project with this type of floor underlayment...
I have a project where an existing structure has settled and we are going to underpin the foundation with helical piers and re level the structure. The existing foundation consists of a 24"x10" continuous footing with a 10" thickened edge slab cast on top of the footing. The j bars between the...
I have been asked to design a fall arrest system based on something a contractor has used in the past or maybe he just found this picture online. I have not been provided any information as far as why type of lanyards will be used etc. so I was going to design for the minimum 5000 lb load...
I have a question on the minimum reinforcing for a special reinforced concrete shear wall. This is a small building (40'-0"x40'-0") so the loads are not very high at all. If I turn to section 21.9 - Special structural walls and coupling beams. I see table R21.9.1 - Governing Design provisions...
I am designing a barn framed with structural steel. The roof will be framed with rafters and rafter ties. The roof pitch is very shallow, so although the roof ceiling ties are not very high off the bearing elevation, they are in about 3'-3" from the end of the end of the rafters. My question...
When designing masonry buildings ACI 530 states an out of plane deflection limit of 0.007*h which must include p-delta affects. The IBC states out of plane deflection for walls should be L/240 for brittle finishes. We have used 0.007*h in the past, but we are wondering if we should really be...
