Hello fellow nerds,
I am exploring the idea of stitching together precast floor panels so I can unilise the entire depth of the floor (75topping+75unispan).
Is this a hair brained idea?
The top of unispan is indeed roughened so I believe it will act with the topping (just not at the abutting...
I've got a glass barrier for a hillside home in NZ, and in a an extremely high wind area, and the building faces downhill.
Since it's right on top of a wall I figure it's like a parapet so then NZS1170.2 section B.2.1 applies, right?
As for the site, design wind pressures = 1.95KPAxCshp
Cshp =...
I'm working in AUS/NZ. I've got these tension-compression rods which are supporting precast cladding panels under faceload. The issue is that I need these things to be good for 60minute fire rating. How can that be checked? I tried to use formulas in NZS3404 section 11.6 (snap below) -but I...
I have a situation where I have a precast panel suspended with gravity support anchors along the bottom.
They are embedded in the panel so therefore AS/NZS 3101 section 17.5.8.2 should apply for calculation the effective project shear prism project area (Av). I get a very small value due to the...
NZ Building Code B1/VM1 2.2.4 states that a faceload of 0.5kpa "after" a fire.
I'm trying to keep my building timber light framed apartments. I assume "after" a fire means that the fire rated wall linings have not yet disintegrated and that the fire is already suppressed. Assuming this...
An architect brought up a really good point to one of my details.
The issue is they claim the fact that the plywood diaphragm continuous through the IT wall, then when a fire catches on one apartment, the plywood floor with catch fire and perpetuate fire through the ply diaphragm and fire will...
I am working on a multi-family building where we have cold formed joists at floors typical. We have 19mm plywood sheathed over to provide diaphragm action. We are going to pour a concrete topping over the plywood to achieve better STC and IIC values. Just one problem... NOBODY IN NEW ZEALAND HAS...
Hi All, we are being approached by a prefabrication company for engineering and detailing services. Our scope would include:
1. Engineering truss analysis
2. Connection detailing to main structure, connection detailing within trusses.
3. Sign off package includes calcs.
We have no idea what the...
Hello Engineers:
AISI recommends a 1/8" gap (max) between the bottom of a bearing stud and it's track. What is the basis of this? So what happens if this bearing wall gets loaded with like 3 levels of floor load? wouldn't the stud-to-track screws then shear off in shear failure and therefore...
I am doing some prelims on a fairly large basement carpark in a high seismic, high water table site. The excavation depth is something like 3.5m below grade. The water table is like 1m below ground, so 2.5m submerged the basement will ultimately be. The footprint is something like 1000m2. Some...
Dear smart people:
So I have acquired an intense interest in learning how to model structures and capture nonlinearities. Interesting primarily in building type analysis. For purposes really of understanding the post-yield behavior of buildings with say mixed lateral systems, or...
This house was built in 1950's. We are in an earthquake prone area. The ridge board is a 25mm X 200mm sawn timber supporting purlins which in turn support a concrete tile roof. There is this weird split to the bottom end which I can't imagine why this would be. A theory could be a combination...
We are having disagreements in our office regarding the issue of filling in abandoned baseplate holes of a braced frame.
The issue is that the cast-in-place anchors were miscast (of course) by an inch or so. A solution presented was to simply fill in the holes, then make new holes in the...
Hi All, I am working on some architecturally designed stairs with an architect. The brief is to rely on 1 giant stair stringer to support vertical and torsional loading (from rail and imbalanced live load). It's about 4m long, about 1m wide. I really want to just make it a steel tube but the...
So check this out:
It's a 6-storey concrete shearwall and concrete diaphragm building modeled in ETABS. Diaphragm is somewhat irregular and is modeled as completely RIGID. Concrete shearwalls are same configuration from floor to floor. The interesting bit is that shears in the wall increase as...
Hello people, in terms of AS/NZS code, if there is a concrete diaphragm transferring forces to a steel brace frame via epoxy anchored bolts, should the load on the bolts be determined via Parts and Components 1170.5 Section 8 OR just derived from Cd(T) for mu=1.25? In my case, the difference in...
Okay, all you smart people. In an effort to gain some sort of consistent understanding of a dynamic analysis / RSA procedure, I am pinging you. I seem to get differing responses from my peers. So here we go:
1. In ETABS, when you perform a dynamic analysis, should you ALWAYS perform this with a...
Hello community.
When I run the deformed shape (or animation) for my Response Spectrum Load Cases in the X-only (U1) or Y-only (U2) loading, the animation shows the rigid diaphragm distorting significantly! also, it shows the building moving diagonally in plan, as if it is loaded simultaneously...
Hello community,
I have an existing 1940's concrete frame system with infill brick for the entire elevation(two leaf with a 25mm air gap in between). I am considering installing FRP at the base floor to halt potential soft-story effects when the infill fails . The issue is that there is an...
Hello community!
I have been reading the forums as well as my seismic design book regarding RSA. There are plenty of comments and literature on what to do with the results (i.e. scaling it based on some comparison of RSA shears versus some percentage of static linear static analysis shears)...
