I'm designing a retaining wall (inverted T design) and my question is in regards to how much of the footing I can use to develop my wall reinforcing. I'm thinking that the development length of my vertical reinforcing needs to be measured from my hook to the top layer of reinforcing in the...
Due to the recent storms we had a roof system (in part) take flight. How can I roughly calculate the pressure required to throw an object of known weight and surface area a specified distance? I'd like to determine what the pressures or actual wind speed must have been to create such a...
Fire walls need to be structurally independent. Fire barriers do not. Fire barriers need to extend to the underside of the roof deck. However, in construction that contains wood 2x4 purlins on edge, that makes for extending the drywall to the roof deck very hard. Has anybody had experience...
Haven't done much seismic work yet. If I'm doing a facility that has animal confinement (chickens that are free to move around in the building.......not caged) and I'm trying to calculate the total weight of my structure to come up with the Seismic Base Shear, do I need to include the animal...
Is there a way know how much load should be applied to parallel-to-wind surfaces of a building system when the cladding is corrugated metal? My question specifically relates to wind acting parallel with the ridge of a building. The load has to be more than the wind pressure acting on the...
Do salt or dry fertilizer storage buildings create really high corrosive atmospheres? Do I need to be concerned about the corrosion of fasteners that aren't in direct contact with the salt or fertilizer? I know that for liquid fertilizer storage, or swimming pools, everything present in the...
During a discussion in the office today a question came up.
I'm doing a cantilevered retaining wall with a building on top of it and I'm questioning the way I've looked at the "D" component in the past of the .6D + W + H load combination. I'm questioning what is included in "D?" Is it:
1...
I have been asked to stamp an agri-business structure with my SE stamp for loads less than the ASCE 7 prescribes. This structure is actually going in an area of the US that does NOT require buildings to follow any code or design standard. So for argument sake, is it wrong, or dangerous to use...
Due to galvanic corrosion I'm aware that HDG bolts attaching bare metal beams-to-columns is a no-no. I have primed beams/columns fastened with black bolts. Obviously the bolts tend to start rusting/streaking prior to the primed material in an exterior environment. Are there reasonable...
I'm wondering if others have experience with post-installed concrete anchors for EXTERIOR environments? I'm frustrated enough with the dismal success of concrete contractors casting post-brackets in place on projects that I'm ready to go to a post-installed concrete anchor. I have used Simpson...
I've got a quite long wood-framed project where there are two different foundations under the building. The bulk of the building length is setting on a drilled pier foundation with minimal expected settlement and the other is on a floating slab and is expected to move up to perhaps 2". This...
I'm getting ready to design my first 3-story wood frame structure. I've done plenty of structures where my 2nd story was "balloon framed" but this one is going to be "platform" framed, and with two intermediate decks, so I'm a little concerned about shrinkage and such. I've seen all kinds of...
I'm wondering if I'm looking at the ACI 318-05 correctly. Rather than using appendix D for connections I've seen where several authors have stated that that is too conservative when designing anchorage of steel to concrete. I have a pier with (16) #6 bars and I need to connect a steel tension...
What issues do I need to consider when doing this? Obviously there is going to be heat generated by the welding process. Is that detrimental to concrete? Does how cured the concrete is make a difference? Is base plate thickness an issue?
I'd appreciate any insight or thoughts on this topic...
I've not used these before. I have an application where the 7/8" rod that I'm using has a 57 degree angle and the hillside washer specs say that it's good for 56 degrees. Seems to me that this wouldn't be an issue to go ahead and use. If there was a more significant difference I'm assuming...
I have a simple diagonal brace on the exterior of a building starting 6' out from the sidewall and bracing the building perpendicular with the ridge. I have insulated panels on the exterior of this building (8' o.c. steel columns) and my diagonal is tying into the steel columns via a bolted...
Is it codified anywhere as to what acceptable wind drift limitations are on a 30' tall agricultural buildings, or any building for that matter? I see acceptable story drift limitations for seismic events, but not for wind. And if not codified, what is an acceptable drift limitation on a...
I have a project (think hotel entry area with a roof supported by four legs and not tied to another roof) where I have a 22" wide steel frame exerting a couple on a foundation. The couple is 21ft-kips and I have a slight lateral load of 1.7kips. My D + S is pretty insignificant at less than...
When desiging a steel column that is free to move at the top (rotation not fixed and translation free) but its movement at the top is limited to only 1% of the length of the column (ie 2" translation on a 200" tall column) and the column is anchored to a concrete pier with four anchor bolts...
My fabricator would rather do a circular tie than a square tie. Is it permissible to do this in a circular column if I only have four vertical bars?.......or is there some place in the code that I'm not seeing that specifies that one must use a square stirrup for only 4 vertical bars?
Thanks
