I am analyzing the anchors for an AASHTO pedestrian fence according to the following detail. This configuration was provided to me and I typically use an alternate anchoring detail. However, for this project, the detail was specified by another engineer and I am tasked with checking it. I...
Background: I have run across an existing building with a post tensioned slab on grade spanning between grade beams and belled piers bearing approximately 10'-12' on bedrock. The building is three stories, approximately 25 years old, is configured in plan view as an "X" shape, and is relatively...
An ordinary concentrically braced frame (OCBF) was designed in SDC D with 1/2" diameter steel rod welded to a plate and bolted to the face of a HSS4x4x1/4. The baseplate is attached to the concrete with 3/4" epoxy anchors. See the picture below for a sketch.
The detail shows a 3" offset...
I have a unique framing situation for a mechanical structure designed under Chapter 13 of the ASCE 7-16. The seismic loads are large (SDS = 1.2).
The attached RISA output shows one bay of a knee braced frame. This structure supports some equipment. Due to other space constraints not shown...
I have a steel conveyor system designed under ASCE 7-10 Chapter 13 in SDC D. The R is specified per the chapter as R=3. However, I can not find where the weld requirements are specified if there are any. It does not seem to fall under AISC 341 as far as I can tell. I am getting questions in...
Please excuse my relative lack of experience with AASHTO load combinations. I am being asked to include checks for a service limit state in addition to the strength load combinations for a typical pedestrian guardrail. I have not been able to find what this includes besides a load factor of...
I have come across existing architectural wood columns which are hollow and tapered slightly. They are approximately 9" in diameter and consist of 12 individual "studs" glued together. How would I go about verifying the load bearing capacity? I was thinking that it could be approximated by...
I have a situation where I designed cold formed steel channels to be supported by a wide flange beam on one side only. I specified a Simpson L70 connector in an effort to reduce the amount of torsion induced in the wide flange. The steel shop drawings I received showed a shear tab connection...
Does anyone have a reference for where I can find the historical building codes for the City of Chicago? I am doing a project where I need to reference several of the historical codes. I have looked online for PDF's of these codes but with no luck. I would be grateful if anyone could point me...
I am looking for a reference for the MWFRS loads that should be applied to a sawtooth roof without walls present. The ASCE 7 does not even get close to addressing this situation. The closest I could find would be to use the pitched free roof provisions. Any help or pointing in the right...
I have a client that is looking for an analysis of a CCTV pole. The pole has a "transformer" base - those sloped sided boxes at the base of poles. The analysis will be to AASHTO standards.
The analysis should be straightforward except for the transformer base. Does anyone have guidance...
I have a moment connection that I need to make work that consists of two tubes (snugly fit) nestled one inside the other. I have looked all over for information about what design checks may be applicable, but to no avail. The closest I could find was nested tapered utility pole calculations...
I am analyzing an existing wood shingle roof that is being converted to slate. The roof configuration is a vaulted clipped hip (for lack of a better name) - see attached. The original construction, as far as I can tell, is basic stick framing with no special detailing for exotic framing...
I am designing a conveyor system for relatively light products (packages) in SDC D with the 2012 IBC & ASCE 7-10. This system consists of equipment and conveyor on top of cantilevered steel columns attached to a slab on grade. The system is <25% of the weight of the building.
2012 IBC Section...
I am designing truss web connections for a 10' deep, 70' long truss with wide flange parallel chords and double angle web connections. The configuration is similar to a warren truss with verticals at the "V"s.
The question I have is in regards to the braces inducing a moment into the truss...
