Having a general discussion - A colleague of mine argues that if you meet the shear wave velocity requirements for site class A or B but have more than 10' of soil between the bottom of footing and the rock, the site class A or B is still applicable. I take the statement in ASCE 7-16 (20.1) to...
I have seen discussion to treat a sloped diaphragm the same as its flat projection for analysis purposes. I have existing gable roofs with proposed dormers to let in light. With this concept it would seem that cutting the existing diaphragm and adding the dormer would not modify the diaphragm as...
Anyone have issues getting seismic design values through the typical web tools? I have had this problem since the middle of last week. It appears the USGS source may be having issues - on their website directly I can get some of the source pages but it takes a long time to load. The third party...
I have a field condition where there is as little as 1/2" cover over bars that were specified to have 1-1/2" of cover. Beyond the environmental exposure is there any other issue with the bars functioning properly? There are no visible defects with the concrete placement on the face this may be...
Shot in the dark here - does anyone have a copy of the snow provisions from the MBMA in the 1970's? Original drawings reference this for snow loading and I want to understand the snow drift load they may have taken into account as the area was planned for an expansion that is finally set to happen.
per the title, to accommodate a heavy swivel ring there is a proposed 5" thick plate that would be tapped to accept the swivel bolt. This plate would be bolted to the lifted piece which is 2-1/2" thick.
I was curious on any thoughts for shear of these bolts through such a thick plate. I'm...
Has anyone dealt with the load reduction factors for structural components other than structural steel? If I understand this if you design a wood structure using the current NDS ASD method you wouldn't have to apply this load restriction, but is that true? I didn't get much help from UL on this...
Does anyone have a reference that states the area of different wire ropes? I am looking at a 1x19 or 7x19 stainless steel cables at 1/4" diameter. I only find in my searches a max breaking strength and a weight per 100 ft. I could back figure the area based on the weight but I would still be...
An architect wants a 1/2" recess in the slab on metal deck to accommodate carpeting. Current slab is 5-1/2" total (3-1/2" over 2" deck) I don't have a fire rating requirement for the floor so the question is if they can reasonably cast the depressed area and we can have a thinner structural slab...
I am looking at a condition where a cast in place concrete wall was cast against an existing wall one floor at a time. The existing wall is a multi-wythe masonry wall. I am getting more info but assume they had form ties between the inside formwork and the existing wall.
I want to see if this...
I am trying to determine connection requirements to provide appropriate bracing of a wale beam. It is a double channel wall laid flat, resting on sheet piles with tie back anchors inset 2-3' from the wale beam ends. The argument was over the need for a positive attachment at support / bracing...
I have an existing two wythe brick wall with openings too close together where the repair concept was to infill every other opening to make it a solid wall. The questions was asked - to appease the historical society - that the edges not be toothed in so the 'definition' of the window opening...
Looking at treating a new concrete topping slab as composite with an existing two way slab as a part of a rehabilitation effort. The issue I get is development of the shear reinforcement across the interface - the code requires this to be developed but I don't have enough depth to do that in the...
Looking for thoughts on LFRS for seismic when building a new steel structure on top of an existing concrete structure. I can't really hit the two stage analysis requirements and want to try and use the existing concrete lateral frame which has a different R than the steel. Do I simply use the...
I am looking at an existing two way concrete slab with drop caps from the mid 60s that has one direction very heavily reinforced - good for 2x the stated design live load - while the other direction has much less reinforcing and doesn't quite achieve the stated design live load. I am using RAM...
Looking into any possible way to cut back a cantilever concrete slab to a defined compound curve within a reasonable tolerance. The concept would be to allow a new facade wall to bypass the cut slab edge.
I have seen thermal lancing and hydro demolition may be options but was unsure if either...
I am investigating a PT garage that has some failed tendons throughout. I have been getting a handle on the amount of PT loss that is still acceptable to performance of the PT slabs on the basis of minimum effective post tensioning force to meet service and strength requirements. The one thing I...
I am looking into a proposed design using macro synthetic fibers for a slab on grade - it uses the eurocode TR34 to determine flexural strength with the fibers. ACI 360 appears to use a similar procedure based on yield line and such, so the general approach seems acceptable to ACI.
The one...
