"If the sand is with the active and passive wedges of the retaining wall then you can assume its properties, if its half sand and half clay within the wedge then you need to consider separately"
now it makes sense.
thank you.
The backfill should drain well. It will also have a drain tile system and be adjacent to a heated space.
My question is "do you design the wall for the properties of the backfill or the native soils".
I once debated the use of geo-foam in lieu of soil backfill in order to reduce the load...
A client of mine is backfilling a 11 ft tall concrete basement wall with an 8 ft wide swath of good sand (about 30psf/ft). The native soil is clay (about 54psf/ft). How wide should be swath of sand be to use its propertied in the design of the wall? I originally designed the wall for resisting...
A client of mine is backfilling with a 11 ft tall concrete basement wall 8 ft wide swath of good sand (about 30psf/ft). The native soil is clay (about 54psf/ft). How wide should be swath of sand be to use its propertied in the design of the wall? I originally designed the wall for resisting...
thread507-376056
Working on a project (roof framing analysis) that references "Fenestra Roof Panels Type 4 1/2"D-18D-ac16 . Does anyone have any information on these panels? (span is 20'!!!) and I am interested specifically in load tables.
We would like to place new steel beam on an existing lime stone wall. What bearing capacity can be used? Is it typically limited by the mortar or the stone? If so what is the bearing capacity of an older sand mortar? What testing can be performed to verify this?
Thank You!
I believe everyone involved would like to use screws at some spacing for the attachment of the 5/8” gyp to the shear walls. But as you know we are running into a snag.
1)2006 IBC table (attached) provided shear values for 5/8” gyp and footnote C allowed for a substitution to drywall screws...
Does anyone have information on the screw substitution for cooler nails in Gypsum shear walls? To make a long story short the IBC 2012 has omitted this information and the Gypsum association is not helpful.
thread507-176106
Does anyone have information regarding older precast concrete Channels? (1958 Minnesota) These are being used for a roof with precast slabs between them.
Thank You!
If the brick is repaired will the problem persist? If the support structure was adequately designed then the contractor may have made a mistake. Things get very confusing in a courtroom and nobody comes out ahead. The team should address a solution and, unfortunately, the cost should be...
Can thin walled galvanized tubing be used as a structural member? A client of mine purchased a used greenhouse that was originally a temporary structure. He would like to use it as a permanent structure and the thus it needs to conform to the IBC 2015. The tubing used appears to be a 1 1/4"...
I am currently looking at the capacity of a roof designed in 1995 for the addition of mechanical equipment. Has anyone compared the snow load of 1995 UBC to todays IBC 2012?
The project is in St. Cloud Minnesota. Pg = 50 psf
Bill
You should be able to specify that the tendons need to be moved away from the walls. Temp steel can be located easily and marked on the slab or on drawings during construction. P-t is pretty forgiving. You can also cast sleeves through the slabs at the hold downs for through bolts and other...
thread507-108460
I also have a question regarding these panels. The contractor is proposing placing a mechanical unit on them and I cannot find the capacity of the panels.
Thanks
BIll
Has anyone specified insulated cast in place concrete walls where the insulation is sandwiched between concrete? A 12" wall would have 5" conc. 2" insulation and 5" concrete. If so, how does one satisfy the building code for concrete wall thickness and anchorage of the plate and hold downs...
So we have a consensus?
A single upper ribbon results in the accumulative load being placed on the top plate of the wall below, potentially at locations where there is no stud. Thus resulting in the bending of the upper plate.
If the ribbon is stiff enough it may transfer the accumulative...
I try and steer the architect away from sleeves. They let water, in and when it freezes, the slab cracks and, even if the reinf. is properly located, the railing gets loose. A base plate, with sealant below it, and post installed anchors will last allot longer. Never had one break out yet.
Any engineer who looks into this issue usually comes up with the same answers. Why are there so many standard details and CD's with just the upper ribbon? It is very frustrating when the calculation ends with "then a miracle happens" and everyone buries their head in the sand.
Bill
Usually the plates can take the load of the truss but not the load from the walls above. Once the loads accumulate the plates are over-stressed. If the plate cannot take the load of the truss a full height rim with joist hangers or nails/screws to the truss may work. I have not been able to...
