Thanks Ron,
I'm curious about the actual internal mechanism for creep. What is happenning in the wood itself which causes it to creep? Also, is that creep still in the elastic range? That is, will the wood member recover fully when the long term load is removed?
Does anyone know why wood is stronger with a shorter load? I imagine it has something to do with fibers breaking one by one under load, but I haven't found any references to explain the behavior.
Also, it seems that wood fatigues in deflection. That is, a bend will increase over time with a...
Thanks for that advice. I assume that the seismic loading will be increased by 4/15 psf = 27% under the panels. However, I want to check if the current code could reduce the seismic coeficient in any way and reduce it below the design coeficient of 0.183. I'm trying to figure out which R...
I was asked if a 6000 square foot, one story steel building could take the added weight of solar PV panels on the roof. I have the plans and am trying to decide if the current ICC code would be more relaxed for the seismic requirements than originally calculated. Can anyone shed light here? I...
Hi sdz,
I looked at ACI and PCA references. The Simplified Design for Concrete Buildings book from PCA has a 40 page section on two way slabs. It looks like it is mostly geared towards flat slabs on columns, not slabs on beams. So, it's a confusing design project for me and I wish there was...
Thanks for that suggestion of using piers without grade beams. In this situation, grade beams are essentially thickened slabs and are easy to form. Isn't the steel detailing simpler for slabs on grade beams as opposed to slabs on piers by themselves?
I'm in California,USA.
Does anyone have a good reference or software package for designing a two way or one way slab. It's for a residential slab in the US on a pier and grade beam foundation in weak soil conditions.
Thanks--Peter
Does anyone have a good reference or software package for designing a two way or one way slab. It's for a residential slab on pier/grade beam with weak soil conditions.
Thanks--Peter
I'm trying to get a sense of the cost of developing 55 acres using deep piles to elevate the structures above a floodplain and potentially liquifiable soil. I'm sure it can be done technically. I'm more concerned that the cost of developing the area will result in very expensive real estate...
The City hired an hydrologist to show that the plan wouldn't impact the surrounding flood plain, at least not enough to notice. They also put a no net fill clause in the plan.
I agree that the best use would be a park or pasture. But, the City is determined to make some money out of the 54...
I would like to ask a general question about a development plan which my town, the City of Sebastopol, CA is formulating. It will allow development of 54 acres of an old industrial section of town. It envisions New Urbanism, with municipal buildings, commercial and four story residential...
Does anyone know where I can get a lab data sheet for Atterberg limits. I need the number of blows in log versus the water content. The other pertinent lab data on one page would be helpful too.
Thanks---P
I have to design a cave portal in Napa, CA where the soil is potentially plastic clay, CL, with moderate expansiveness. The contractor would like to cut the 8' wall face and then shotcrete without backfilling. That would leave the wall exposed to the clay as backfill. Is that what is commonly...
I have responsibility for a soils investigation and for designing the portal for a small wine cave in Napa, California. I haven't done one before and am looking for some information for design. Are there any good references for these? The soil is a CH clay-silt stone (moderately expansive)...
Hi moe333,
Cudoto's Foundation Design text (2001) page 797 states that the active component of vertical pressure is used to resist OTM in cantilevered retaining walls. The development active pressure assumes a slight outward wall movement so the soil wedge falls slightly while clinging to wall...
