I am designing steel stairs that are being installed in a wood-framed multistory building. The intermediate landings and floor landings are also framed in wood. The edge of all landings that I need to attach the stairs to are framed with (2)1.75"x11.875" LVL beams. The landing decking is simply...
I design a lot of steel guardrails, more than a few of which are core-drilled and epoxied into either precast or cast-in-place concrete stairs and landings. In terms of the strength of the concrete embedment, the only procedure I am familiar with to calculate the capacity comes out of the PCI...
AISC Table 14-2 allows grossly oversized holes in a column base plate, which requires a plate washer. I can't find anything that says the plate washer has to be developed by field welding it to the base plate. In my particular case that I am looking at, my columns are pinned base, and are...
I found a few old posts on this subject, but they weren't completely helpful. In my situation, the owner's contractor has requested that we use a standing seam metal roof on a new 53' x 64' on a clearspan bar joist structure with CMU bearing walls. The building is about 20' tall. I know that the...
I am designing a MWFRS per Chapter 28, Part 1 (envelope procedure) and using Figure 28.4-1. I have a single slope 1:12 roof. Per Figure 28.4-1 Note #8, Zone 2/2E applies for one half the width or 2.5 times the eave height of the windward wall, whichever is less. The remainder of the roof is Zone...
I am using a spreadsheet called ASCE710W that I found on the AISC Steel Tools site. The notes in the spreadsheet say that Exposure D should only be used outside of hurricane-prone regions,and that Exposure C applies to water surfaces in hurricane-prone regions. I can't find this anywhere in ASCE...
Does anyone have any thoughts on how to infill a window opening in a CMU wall with block? Can they practically get the top course properly bonded to the existing lintel? Is there any way to reinforce the infill without breaking out the face of cells? Any insights would be appreciated.
I ask this question at the risk of sounding stupid, but here goes. I'm designing metal building foundations for uplift. Unfortunately, I'm dealing with a contractor that insists on thickened slab/haunched footings, or he "will get his other engineer to do it". These types of foundations are...
I am designing exterior steel stair guardrail where the infill panels are perforated metal, as specified by the architect. The attached file shows a typical infill panel. By code, the infill for a guardrail needs to resist 50 lbs. applied to a 1' square area. Being exterior, wind load should...
I have a project that is under construction where I have specified mezzanine beam connections to metal building columns using simple double-angle shear connections welded to the columns. In accordance with the AISC Steel Construction Manual and the 360-05 Specification, I specified that they...
I have been tasked with designing the removal of a load bearing CMU wall. The 8" wall is capped with an 8"x12" poured concrete tie beam, and there are 16"x16" pilasters in the wall at 20' on center. They would like to remove one section of wall between pilasters by retaining the tie beam, and...
I've been searching for information on the design of stainless steel cable guardrails for some stairs I'm designing, without much luck. Any design info on the subject would be greatly appreciated, particularly how to determine prestress force required. I'm even having difficulty finding...
I'm designing a wood pergola on the oceanfront in Florida. It will be built using standard pressure treated SP dimension lumber, with 6x6 wood posts embedded in concrete. The "roof" will be 2x4s laid flat at 6" on center, supported by joists at 2' on center. I'm dealing with the Florida Building...
According to ACI 318, shear friction reinforcement needs to be anchored to develop yield strength on both sides of the shear plane. I assume this means development length per Chapter 12. Question is, can you multiply development length by As required/As provided?
I'm designing a typical office-type composite beam/composite deck floor. Generally speaking, the span on my girders are approximately 25', and my secondary beams span as much as 35'. I had an experience in the past with composite 35' secondary floor beams in an office, and the occupants...
What is the proper way of constructing a round concrete pier foundation where the top is above grade, like for a small light pole foundation? My primary concern is the lateral resistance of the foundation. My understanding is these types of foundations are normally constructed by auguring a hole...
I have a problem I'm having a hard time visualizing. I'm designing supports for mechanical ductwork above an existing roof. The design of the stands is easy, but I also need to show a method of securing the ducts to the stands. I'm told the method they would like to use is steel strapping around...
I am working on a project where they are adding support frames for roof-top equipment. The support frame posts are located directly above the existing pipe columns, and in some cases, add a significant amount of load beyond the capacity of the existing columns. The existing columns are 8"...
I'm designing an elevated wood deck addition at the second floor of an existing house. One side attaches to the house, and the outboard edge is supported on wood posts/columns. They don't want any vertical bracing or even knee braces at the outboard edge. The structure will be decked with 2x6...
Is anybody out there familiar with SIPs?: Structural Insulated Panels. They consist of OSB facings with an expanded styrene core. They are used for walls, floors and roofs. The walls are often load-bearing no less. Are there studs built in?
I did find www.sips.org, and there's some information...
